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Home My WebLink AboutWolf Creek Specific Plan TTM 29798 & 29305 I I � � � ) � � I , �� 6 �I � �� I ( ( , I I i � i � , �i + � I i i �� I � I I �� i ; ��o� 9 2979� � �93�� i , y � i ; i � � i � ( � � � I � i � i ; i ; � mll,l �,� �, 2�� ! ! � �� "��1" �.a �, ,��' i � � I : I f , � i I � � � . �� - � � � �' -�- �r � �.; � C i c`� �; �,' � � E`� � —� . '., : � :.:,: .. � . -. , . . - . INCLUDED WITHIN ARE THE . , : , .. HYDRAULIC CALCULATIONS FOR THE _ .;,�;� - . � . PALA ROAD CHANNEL-WOLF CREEK SPEClFIC PLAN �� TRACTS 29798 AND 29305 .. � . . JULY 5, 2001 . ... � ��:;� �� < .:_. - AMENDED OCTOBER 11, 2001 :,` , . ., : , , - . - R pFE - .. / . , . _ .. ; �� _ r � �, etman S. Hovagimyan � No.20278 � � Exp. 9-30- 05 � - - Civi! . ' �P � � �: � , ��OF CAL�F � ~ PREPARED BY � � � ;., . '� Loh,r + Associates Inc �� ., . Cantl Planning "` " 43513 R?dge Park Drive CivtTfngineering Temecula; CA 92590 Surveying. Ph. 909.676-6726 Fax 909 699-0896 ATTENTtON: H.E ,RMAN HOVAGIMYAN TELEPHONE; (909) 676-6726 �."-� , co°"" , �o i yy� MARKET STREET .� Gec::ial ; anager-ChiefEngineer v .�°` �Ono RIVERSIDE, CA 92501 _ .� � � .: � 909.955.1200 t � � 909.788.9965 FAX ,� ►, � t � �`SS 75761.1 RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT March 15, 2002 � Mr. William G. Hughes ` � - - � ' ... � � -;_ ,.. City of Temecula =:_� ° � Post Office'Box 9033 - � ' . . ,.. ,;.. Temecula, CA 92589-9033 - - �" Dear Mr. Hughes: : Re: Pala Road Channel/Wolf Valley . _ � `:' Drainage Basin Hydrologic Report Review Only between Loma Linda Road and Future Deer Hollow Road Account No. 137-0-3-0756 (Improvement Plan Ck. #2) , T�ie foltowing. plans, prepazed by Lohr & Associates, have been submitted to the D'istrict for review: 1. T�act 29305,'' Interim Loop Road, Wolf Valley Road and Loma Linda Road, street ''' =irhprovement plans, dated January 25, 2002, consisting of 10, 11, and 9 sheets, .;. respectively, received by the District January 29, 2002. • For reference only. � 2.... Erosion Control Information Pamphiet by North American Green, received by the .__ _ District January 29, 2002. For reference only. F . � � r:�� „ . . y �� 3: '` Tract 29305, Pala Road drainage channel and storm drain plans, dated January 25, 2002, consisting of 11 sheets, received by the District January 25, 2002. For reference only. 4. Wolf Creek Specific Plan Hydrology Report (Tentative Tract 29798 and Tract 29305), hydrologic and hydraulic calculations, dated October 11, 2001, received by the District January 29, 2002. For review only. r 5. Wolf Creek Channel Surruiiary of Design Process and Calculations Results, dated January 16, 2002; prepared by Lohr & Associates, Inc., received by the District January 29, 2002. For reference on1y. The District has reviewed the report submitted and has the followzng comments: 1. The limits of the hydrologic review of Wolf Creek drainage study consisted of the drainage area tributary to the proposed Pala Road Channel located north of Pala Road between Loma Linda Road and future Deer Hollow Road. The District found the hydrologic report and flow rates acceptable. Per Steve Beswick telecom on March 14, 2002, the triY�utary subareas south of Pala Road between Via Eduardo and Loma Linda Road that may outlet in the proposed Pala Road Channel will be addressed and incorporated in the mainline hydrology by the engineer later. �_' .�) 3c�nd/ ,r � 75761.1 � Mr. William G. Hughes -2- March I5, 2002 City of Temecula Re: Pala Road ChanneUWolf Valley Drainage Basin Hydrologic Report Review only between Loma Linda Road and Future Deer Hollow Road Account No. 137-0-3-0756 (Improvement Plan Ck. #2) 2. A cursory review of the Wolf Creek Channel HEC-RAS hydraulic calculations between Loma Linda Road and Future Deer Hollow Road, indicate that the expansion and contraction coefficients used to compute the energy losses associated with abrupt transactions upstream and downstream of the proposed multiple RCB crossings may not be adequate. The engineer should use higher contraction and expansion coefficients at the beginning and end of the proposed channel transitions. The higher contraction and expansion coefficients should be input in the HEC-RAS runs at the immediately adjacent upstream and downstream stations of the multiple RCB crossings, and the coefficients for gradual transitions input at the begin station of the channel transition. We would suggest the engineer revise accordingly. 3. Additional hydrology for Pala Road Channel south of Pala Road between Loma Linda Road and Via Eduardo with supporting hydrologic and hydraulic calculations should be submitted to the District for review when available. The resubmittals should be date stamped by the engineer and folded (9"x12") with the title block sl:owing. Quesfions regarding this matter may be directed to Daisy Barreto of this office at 909.955.1269. Very truly yours, � � � � STUART E. MCKIBBIN Senior Civil Engineer + c: Lohr & Associates �, E SS i p� Attn: Anthony J. Terich ��,°��o<< ^^ �k�b6 � �, City of Temecula N� � 2 � Attn: Steve Beswick W N0. 44553 m , �' � Exp. 3-31-02 � DB:slj:pin �, o q�. C I V 1 l. Q'�' F p�- �A��F� � TABLE OF CONTENTS A. INTRODUCTION 1 B. METHODOLOGY 1 EXHIBIT A 2 C. PROPOSED FACILITIES 3 APPENDICES HYDROLOGY CALCULATIONS Q,o and Q�oo HYDROLOGY MAP TRACT 29798 (POCKET INSERT) HYDROLOGY MAP TRACT 29305 (POCKET INSERT) � � A. INTRODUCTION � The purpose of this report is to analyze the hydrology for the Wolf Valley Drainage Basin up to the proposed quadruple, reinforced concrete box structure being constructed by the City of Temecula which will carry the subject flows to Temecula Creek by way of Pala Road. This drainage basin contains approximately 1376 acres and is bounded by the Pechanga Creek drainage basin on the southwest; the Redhawk Specific Plan development to the northeast and southeast; Pala Road and existing development to the west; and Loma Linda Road on the north (see Exhibit A). The basin is located partially within the City of Temecula and partially within the unincorporated area of Riverside County. Existing land uses include residential development and natural open space. The City of Temecula General Plan and Riverside County Southwest Area Plan designate a large portion of the undeveloped area as future residential with supporting commercial, parks, and open space. The most southeasterly area of the basin is within the Pechanga Reservation and is designated as open space. We have reviewed the following hydrology reports as part of our analysis � of the Wolf Valley Basin. 1. Hydrology Report for Redhawk Tract No. 23065 prepared by RBF dated February 28, 2001. This report is currently being reviewed by Riverside County Flood Control District (copies included herewith). In addition, RBF (copies included) has provided us with a statement as to the Pechanga Creek overflow based upon their studies. 2. Hydrology Report for Pechanga Gaming Center prepared by Markham and Associates dated November 6, 1995 (copies included). B. METHODOLOGY This report is based upon an analysis of the existing reports for the Wolf Valley Drainage Basin, industry design standards and the following factors and assumptions. Hydrology calculations are based upon the Riverside County Flood Control and Water Conservation District Hydrology Manual. � Page 1 25001Report C. SUMMARY OF OFFSITE FLOWS TO SITE FROM REDHAWK • DEVELOPMENT CONCENTRATING AT THE NORTHEAST QUADRANT OF THE INTERSECTION OF PALA ROAD AND DEER HOLLOW ROAD The offsite flows from the Redhawk Development (Tract 23065) are the result of three sources: 1) Tract 23065 System "A"; 2) Tract 23065 System "B"; and 3) the projected overtlow from Pechanga Creek. Per the Tract 23065 hydrology report prepared by RBF Consulting, dated February 28, 2001, the following information has been determined: System "A" Q - 365.1 cfs Tc=18.17 min. , oo — System "B" Q, =752.5 cfs Tc=17.78 min. Pechanga Creek Overtiow Q,� = 300.0 cfs Numeric Sum Q, =1417.6 cfs As used in this report, a Q,� =1420.0 cfs with a time of concentration (Tc) of 17.78 min. was used as the initial input to the channel hydrology as shown on page 1351 herein. This Q is slightly larger than the Q,� shown above and the Q,� resulting when the Riverside County Flood Control District confluence • formula is applied to the System "A" and System "B" flows (=1109.7 cfs + 300.0 cfs = 1409.7 cfs). Page 1 � � 2.6 average cfs/acre from the 100-year Drainage Area "A" calculation and back caiculating the area. � Table 1- Summary of Peak Discharges Node Area 100-year 10-year System Node Area 100-year 10-year System _ _ (ecre) (cfs) (cfs) _ _ (acre (cfs) (cfs) 2 1.0 3.9 2.5 A 49 1.9 5.7 3.7 B 3 4.2 14.5 9.4 A 50 25.3 65.4 42.8 B 4 11.9 38.5 25.0 A 51 S.4 19:0 12.4 B 6 1.6 6.1 4.0 A 52 262.1 612.5 378.1 B 7 23.8 73.3 46.7 A 58 1.4 3.4 2.2 B 8.5 2.6 9.0 5.9 A �9 13.4 42.6 28.4 B 9 0.3 1.0 0.7 A 59.5 27.8 84.9 56.3 B 9.5 1.4 4.8 3.1 A. 60 319.4 752.5 470.7 B 10 3.7 11.6 7.5 A 13 134.3 317.0 197.4 C 11 6.5 19.1 12.2 A 26 226.5 476.8 292.3 C 12 10.4 29.9 19.1 A 28 5.9 10.8 6.6 C 13 13.2 37.2 22.6 A 52 236.8 497.4 304.8 C 14 19.6 51.6 32.5 A 56 4.6 11.3 7.0 C 16 0.9 3.1 2.0 A 57 236.8 497.4 304.8 C 17 43.4 123.4 78.8 A 62 1.7 5.2 3.3 C 18 51.7 144.2 92.8 A 63 8.1 23.6 15.0 C 19 5.1 14.5 9.4 A 64 16.2 45.3 28.5 C 19.5 60.4 169.0 108.6 A 65 55.4 145.2 91.1 C 20 1.7 5.2 3.4 A 67 3.4 9.5 6.0 C � 21 71.2 195.1 125.7 A 68 10.4 27.7 17.5 C 23 1.2 4.1 2.7 A 70 2.2 6.6 4.2 C 24 4.9 16.0 10.4 A 71 8.9 25.0 15.8 C 25 6.9 22.0 14.3 A 72 126.3 299.9 187.2 C 29 126.7 307.1 196.5 A 74 4.8 12.5 7.9 C 30 2.5 6.4 4.2 A 75 15.5 38.1 23.9. C 31 3.9 9.6 6.2 A 76 46.3 106.3 65.9 C 32 9.1 20.5 13.1 A 79 6 14.9 9.4 C 33 31.2 75.6 46.5 A 80 14.1 33.8 21.2 C 35 49.5 113.8 70.9 A 81 29.7 66.0 40.7 C 37 6.3 18.2 12.2 A 82 209.3 456.7 280.1 C 39 41.8 98.0 60.8 A 40 2.0 6.7 4.4 A 41 130.7 316.5 202.3 A 42 135.2 327.0 208.8 A 43 141.0 340.2 217.0 A 44 150.8 363.5 231.5 A 44.5 151.5 365.1 232.5 A 45 2.9 8.4 5.4 A 46 151.5 365.1 232.5 A 48 1.5 4.4 2.9 A 54 1.8 5.8 3.8 A � Redhawk Tract No. 23065 March 1, 2001 Hydrologic Analysis 5 Garrett Group ,� � a ■ ■ CON5ULTING May 21, 2001 JN 15-100308.002 Tony Terich Lohr Associates, lnc. 43513 Ridge.Park:D.i-ive Temecula,� CA 92590 � Subject: Pechanga Creek Overflow - Redhawk Dear Tony: � � � Our current calculation for the overflow discharge down Pala Road from Pechanga Creek is - approximately 300 cfs: This calculation is based on fhe installation of a(evee along Pechanga � Road. The overtlow discharge will be adjusted and refined upon review by RCFCD based on their opinion of our assumptions and calculations. If you have any additional q estions, please do not hesitate to cafl. r Mj�hael A.. Tylman � . � � Vi.ce.Rresident, Civil�Engineering Riverside Region cc: . Rudy Emami - RBF Consuiting Bill Green - RBF Consulting Bruce Phillips - RBF Consulting H:IPDATA1151003081ADM IN.00213081tr002wpd � pLq NNIN� e DE31GN Y CON9TRUCTION 27555 Ynez Road, Suhe 400, Temecula, CA 92691-4&79 ■ 90 9.676.6042 ■ Fex 909.676.7240 Offices located throughout Ca�ifomia, Arizona & Nevada ■ www.RBF.com �` �.r i . , �P> l ,i/ I �i � �� : `��; • , 1 � - i^ i' ( -- - ... � �� l� II � �I r �- .�' ��1� • P � -. ��, � f`�.�� , � .� i � ,� _ i � �--� / ..�.- .. - _ ,_' - . . 1 (,ti - � J/ C / � _:� O. i G i ,i �� . , -, �:. .i''�� ri '- ` � � � � i� �0 ��. . . ' , . -" �� .,i.� ndian ` 1� , - ^\ i�. I � : p-i�� - � � . • � i� Bunal Ground = �.1�� -� r �� r .��;; ;.� ;oc� 1;" i ^ � • . /. 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I ' � , �` 1 � . �:�.. , .• p� D �..''=''� ' .,- � � `- �;� �': ° �-� - _-� �'� � t �, - . , ;; ` � . . .. .. . . ; _ � �— _ ° ;' � � � ��r: , � � "'' ', �---; � �` 1� , _ `,\ I _. �� _ � . , � -r-. i � i � � _ � �� ` u' ` � . :�. ��'?oo' , �,., , � . i ; -� N r �" / - , � �: , � � - . -� � � ;� ►, i n — m oo �� , "o' / ,l � _'',� .�.\ \ � ;�, \ ',\�- �,� _ ��,' `,� �� Z � >> �"��! � ;� .�i :,� ��_. J _ � o-�� '; � �• . � . ' I �. , , . , � .. � -7 , O � 1 `�I� I _ 1 '��\ � �� L,J l ' ,` ��° ' � �'�� . �� . , � , - , . . ' ;'�;: . . Soil Groups B and C were used based upon the Pechanga Soils Group � Map. Runoff coefficients for the Wolf Creek Specific Plan are based upon the proposed land uses as shown on the City of Temecula General Plan. All contributory land areas were based upon ultimate planned development in considering runoff coefficients. Standard intensity/duration curve data was used for the Murrieta, Temecula and Rancho California areas. Riverside County Flood Control District topographic mapping was also used. C. PROPOSED FACILITIES The design and construction of major storm drain facilities paralleling and within Pechanga Parkway (formerly Pala Road) from Deer Hollow Way (F�irview Road) to Temecula Creek are currently planned. Based upon the hydrology analysis and 100-year storm flows for the drainage basin, a grass lined trapezoidal channel paralleling Pechanga Parkway (formerly Pala Road) is proposed from Deer Hollow Way to Loma ' Linda Road. � � 25001Report LOHR+ASSOCIATES INC. ",P, C`� � o: JOB No. = �eJ % 43513 RIDGE PARK DRIVE BY L1 � Q�' �,c/ TEMECULA, CA 92590 DATE PH. 909-&76-6726 SHT. FAX 909-699-0896 pF < � � � ♦ LAND PLANNING ♦ CIVIL ENGINEERING � SURVEYING � � � 136 „ B C SEE M4G p E F 136 , +',-t�,.�' 1 r - - - - - - - - - - - - - - - - - � . ,:'{ a � ��'� -z ' e .: � rnrau � _ ,I .�. :.` , t � I ` . � t,, � I 1 s* �� ' 4�r°'""�� F. `' � i � ' 4 6rrr �. 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Top (of initial area) elevation = 141.000(Ft.) Bottom (of initial area) elevation = 131.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390)*[(length"3)/(elevation change)J"'0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 1.851(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 /� Decimal fraction soil group A= 0.000 ft'� � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.871(CFS? Total initial stream area = 9.100(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 1.000 **** PIPEFLOW TR.AVEL TIME {Program estimated size) **** Upstream point/station elevation = 126.00OtFt.) Downstream point/station elevation = 118.000(Ft.} Pipe length = 770.00{Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 12.871(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.871(CFS) Nonmal flow depth in pipe = 14.17(In.) �, � Flow top width inside pipe = 19.68(In.) +•� — Critical Depth = 16.03(In.) Pipe flow velocity = 7.45(Ft/s) Travel time through pipe = 1.72 min. Time of concentration (TC) = 17.25 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.100(Ac.) � Runoff from this stream = 12.871(CFS) Time of concentration = 17.25 min. Rainfall intensity = 1.747(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) e�evation = 136.000(Ft.) Bottom (of initial area) elevation = 126.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01389 s(percent)= 1.39 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.749 min. Rainfall intensity = 2.063{In/Hr) for a 10.0 year storm SINGLE FAMILY {1/4 Acre Lot) Runoff Coefficient = 0.774 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 = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 9.263(CFS} Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation =. 126.000(Ft.) � End of street segment elevation = 123.000(Ft.) Length of street segment 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.? Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 13.576(CFS) Depth of flow = 0.522(Ft.), Average velocity = 3.223(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.12(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) „ Flow velocity = 3 .22 (Ft/s) �l' = Travel time = 1.65 min. TC = 14.40 min. Adding area flow to street � SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.929(In/Hr) for a 10.0 year stonn Subarea runoff = 8.000(CFS) for 5.400(Ac.) Total runoff = 17.264(CFS) Total area = 11.2Q0(Ac.) Street flow at end of street = 17.264(CFS) Half street flow at end of street = 17.264(CFS) Depth of flow = 0.559(Ft.), Average velocity = 3.433(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.97(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 119.500(Ft.) � Downstream point/station elevation = 118.000(Ft.) Pipe length 300.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 17.264(CFS) � Nearest computed pipe diameter = 27.00(In.) <<� `- Calculated individual pipe flow = 17.264(CFS) Normal flow depth in pipe = 18.07(In.) Flow top width inside pipe = 25.41(In.) Critical Depth = 17.40(In.) Pipe flow velocity = 6.10{Ft/s) Travel time through pipe = 0.82 min. � Time of concentration (TC) = 15.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 11.200tAc.) Runoff from this stream = 17.264(CFS) Time of concentration = 15.22 min. Rainfall intensity = 1.871(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.871 17.25 1.747 2 17.264 15.22 1.871 Largest stream flow has longer or shorter time of concentration Qp = 17.264 + sum of Qa Tb/Ta 12.871 * 0.883 = 11.360 4P = 28.624 � Total of 2 streams to confluence: Flow rates before confluence point: 12.871 17.264 Area of streams before confluence: 9.100 11.200 Results of confluence: Total flow rate = 28.624(CFS? Time of concentration = 15.223 min. Effective stream area after confluence = 20.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 118.000(Ft.) Downstream point/station elevation = 115.500(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 28.624(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 28.624(CFS) Nonnal flow depth in pipe = 24.23(In.) Flow top width inside pipe = 23 . 64 ( In .) �`' I r� � Critical Depth = 21.89(In.) � Pipe flow velocity = 6.74(Ft/s) Travel time through pipe = 1.24 min. Time of concentration (TC) = 16.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 1 Stream flow area = 20.300(Ac.) Runoff from this stream = 28.624(CFS) Time of concentration = 16.46 min. Rainfall intensity = 1.792(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 132.000(Ft.) Bottom (of initial area) elevation = 125.400(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(percent)= 0.66 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 16.872 min. Rainfall intensity = 1.768(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.986(CFS) Total initial stream area = 5.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 110.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.400(Ft.} End of street segment elevation = 123.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 �" Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.208(CFS) Depth of flow = 0.456(Ft.), Average velocity = 2.434(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.861(Ft.) Flow velocity = 2..43(Ft/s) Travel time = 2.26 min. TC = 19.13 min. Adding area flow to street � CONII�lERCIAL subarea type Runoff Coefficient = 0.871 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 = 1.650(In/Hr) for a 10.0 year stonn Subarea runoff = 0.474(CFS) for 0.330(Ac.) Total runoff = 7.460(CFS) Total area = 5.530(Ac.) Street flow at end of street = 7.460(CFS) Half street flow at end of street = 7.460(CFS) Depth of flow = 0.460(Ft.), Average velocity = 2.454(Ft/s) Flow width (from curb towards crown)= 17.091(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.530(Ac.) Runoff from this stream = 7.460(CFS) Time of concentration = 19.13 min. � Rainfall intensity = 1.650(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.300(Ft.) Bottom (of initial area) elevation = 128.300(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent?= 1.00 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 1.851(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A= 0.000 r c:;_� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.871(CFS) Total initial stream area = 9.100(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 128.300(Ft.) End of street segment elevation = 121.300(Ft.) � Length of street segment = 700.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.} Gutter hike from flowline = 1.900(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 = 16.690(CFS) Depth of flow = 0.549(Ft.), Average velocity = 3.485(Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.44(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) � Flow velocity = 3.48(Ft/s) �� Travel time = 3.35 min. TC = 18.87 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.754 � 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.662(In/Hr) for a 10.0 year storm Subarea runoff = 6.767(CFS) for 5.400(Ac.) Total runoff = 19.638(CFS) Total area = 14.500(Ac.) Street flow at end of street = 19.638(CFS) Half street flow at end of street = 19.638(CFS) Depth of flow = 0.575(Ft.), Average velocity = 3.637(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.77(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 109.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.500(Ac.) Runoff from this stream = 19.638(CFS) � Time of concentration = 18.87 min. Rainfall intensity = 1.662(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.460 19.13 1.650 � 2 - 19.638 18.87 1.662 Largest stream flow has longer or shorter time of concentration Qp - 19.638 + sum of Qa Tb/Ta 7.460 * 0.987 = 7.360 4P = 26.998 Total of 2 streams to confluence: Flow rates before confluence point: 7.460 19.638 Area of streams before confluence: 5.530 14.500 Results of confluence: Total flow rate = 26.998(CFS) Time of concentration = 18.874 min. Effective stream area after confluence = 20.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 20.030(Ac.) Runoff from this stream = 26.998(CFS) � Time of concentration = 18.87 min. Rainfall intensity = 1.662(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 410.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 123.300(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00585 s(percent)= 0.59 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.306 min. Rainfall intensity = 2.453(In/Hr) for a 10.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 �-8 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 = 1.120(CFS) Total initial stream area = 0.520(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 11�.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: • In Main Stream number: 3 Stream flow area = 0.520(Ac.) Runoff from this stream = 1.120(CFS) Time of concentration = 9.31 min. Rainfall intensity = 2.453(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.624 16.46 1.792 2 26.998 18.87 1.662 3 1.120 9.31 2.453 Largest stream flow has longer or shorter time of concentration Qp = 28.624 + sum of Qa Tb/Ta 26.998 * 0.872 = 23.545 Qb Ia/Ib 1.120 * 0.731 = 0.818 QP = 52.988 Total of 3 main streams to confluence: Flow rates before confluence point: 28.624 26.998 1.120 � Area of streams before confluence: 20.300 20.030 0.520 Results of confluence: Total flow rate = 52.988(CFS) Time of concentration = 16.460 min. � Effective stream area after confluence = 40.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 115.500(Ft.) Downstream point/station elevation = 113.100(Ft.) Pipe length = 90.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 52.988(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 52.988(CFS) Normal flow depth in pipe = 23.53(In.} Flow top width inside pipe = 18.07(In.) Critical depth could not be calculated. �� Pipe flow velocity = 14.42(Ft/s) Travel time through pipe = 0.10 min. � Time of concentration (TC) = 16.56 min. End of computations, total study area = 40.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.492 Area averaged RI index number = 62.5 • � � � � � � �O � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � _ Study________Date: 06/12/O1 File:305B.out ------------- ---------------------------- TR 29305 HYDROLOGY AREA "B" 10 YEAR STORM JN 30001 ------------------------------------------------------------- ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------ Lohr + Associates, Znc., Temecula, California - S/N 773 -------------------------------------------------------------------- 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,Z�nc,Rnch Callorco ] area used. 10 year stonn 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 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 111.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00723 s(percent)= 0.72 TC = k(0.390)*[(length"3)/(elevation change)J"0.2 Initial area time of concentration = 15.377 min. Rainfall intensity = 1.861(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.765 �-� � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.806(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 104.600(Ft.) Pipe length = 350.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 12.806(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 12.806(CFS) Nonnal f low depth in pipe = 17 . 72 ( In .) `� �;' ` Flow top width inside pipe = 21.10(In.) Critical Depth = 15.43(In.) Pipe flow velocity = 5.15(Ft/s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 16.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.000(Ac.) � Runoff from this stream = 12.806(CFS) Time of concentration = 16.51 min. Rainfall intensity = 1.789(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 112.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 13.127 min. Rainfall intensity = 2.030(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0. 773 B_� 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 = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 7.059(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 112.000(Ft.) � End of street segment elevation = 109.100(Ft.) Length of street segment 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 10.589(CFS) Depth of flow = 0.524(Ft.), Average velocity = 2.480(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.18(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.48(Ft/s) � J Travel time = 3.56 min. TC = 16.69 min. Adding area flow to street . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.779(In/Hr) for a 10.0 year stonn Subarea runoff = 6.087 (CFS) for 4.500 (Ac. ) Total runoff = 13.146(CFS) Total area = 9.000(Ac.) Street flow at end of street = 13.146(CFS) Half street flow at end of street = 13.146(CFS) Depth of flow = 0.557(Ft.), Average velocity = 2.625(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.86(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 � Stream flow area = 9.000(Ac.) Runoff from this stream = 13.146(CFS) Time of concentration = 16.69 min. Rainfall intensity = 1.779(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 12.806 16.51 1.789 2 13.146 16.69 1.779 Largest stream flow has longer time of concentration Qp = 13.146 + sum of Qb Ia/Ib 12.806 * 0.994 = 12.730 4P = 25.876 Total of 2 streams to confluence: Flow rates before confluence point: 12.806 13.146 Area of streams before confluence: 9.000 9.000 Results of confluence: Total flow rate = 25.876(CFS) Time of concentration = 16.689 min. Effective stream area after confluence = 18.000(Ac.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.6Q0(Ft.) Downstream point/station elevation = 102.800(Ft.) � Pipe length = 400.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow 25.876(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 25.876(CFS) Normal flow depth in pipe = 23.11(In.) �,p � . Flow top width inside pipe = 25.24(In.) �` Critical Depth = 20.79(In.) Pipe flow velocity = 6.37(Ft/s) Travel time through pipe = 1.05 min. Time of concentration (TC) = 17.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 18.000(Ac.) Runoff from this stream = 25.876(CFS) Time of concentration = 17.74 min. Rainfall intensity = 1.720(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 120.000(Ft.) Bottom (of initial area) elevation = 112.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.01194 s(percent)= 1.19 TC = k(0.390)*[{length�3)/(elevation change))�0.2 Initial area time of concentration = 12.767 min. Rainfall intensity = 2.061(In/Hr) for a 10.0 year stonn � SINGLE FAMILY (1/4 Acre Lot) , Runoff Coefficient = 0.774 �:;_ � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.181(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 112.000(Ft.) End of street segment elevation = 107.000(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.} Gutter hike from flowline = 1.900(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 = 10.771(CFS) Depth of flow = 0.486(Ft.), Average velocity = 3.072(Ft/s) Streetflow hydraulics at midpoint of street travel: �, � Halfstreet flow width = 18.406(Ft.) � Flow velocity = 3.07(Ft/s) Travel time = 2.98 min. TC = 15.75 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.836(In/Hr) for a 10.0 year stonn Subarea runoff = 6.086 (CFS) for 4.500 (Ac. ) • Total runoff = 13.267(CFS) Total area = 9.000(Ac.) Street flow at end of street = 13.267(CFS) Half street flow at end of street - 13.267(CFS) Depth of flow = 0.521(Ft.), Average velocity = 3.167(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.06(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 207.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 13.267(CFS) Time of concentration = 15.75 min. Rainfall intensity = 1.836(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.876 17.74 1.720 2 13.267 15.75 1.836 Largest stream flow has longer time of concentration Qp = 25.876 + sum of Qb Ia/Ib 13.267 * 0.937 = 12.429 Qp = 38.305 Total of 2 streams to confluence: Flow rates before confluence point: � 25.876 13.267 Area of streams before confluence: 18.000 9.000 Results of confluence: Total flow rate = 38.305(CFS) Time of concentration = 17.735 min. Effective stream area after confluence = 27.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area? elevation = 109.000(Ft.) Bottom (of initial area) elevation = 102.500(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(percent)= 0.65 TC = k(0.390) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 16.923 min. Rainfall intensity = 1.765(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 �-� Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.438(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 2.020 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 97.500(Ft.) Downstream point/station elevation = 95.600(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.438(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.438(CFS) Normal f low depth in pipe = 16 . 59 ( In .) c. � �� Flow top width inside pipe = 17.10(In.) Critical Depth = 13.72(In.) Pipe flow velocity = 4.63(Ft/s) Travel time through pipe = 1.80 min. Time of concentration (TC) = 18.72 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 7.300(Ac.) Runoff from this stream = 9.438(CFS) Time of concentration = 18.72 min. � Rainfall intensity = 1.670(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 845.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 100.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00639 s(percent}= 0.64 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 15.874 min. Rainfall intensity = 1.828(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.736 � _ � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.864(CFS) Total initial stream area = 5.100(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.100(Ac.) Runoff from this stream = 6.864(CFS? � Time of concentration = 15.87 min. Rainfall intensity = 1.828(In/Hr? Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.438 18.72 1.670 2 6.864 15.87 1.828 Largest stream flow has longer time of concentration Qp = 9.438 + sum of Qb Ia/Ib 6.864 * 0.913 = 6.268 Qp = 15.706 Total of 2 streams to confluence: Flow rates before confluence point: 9.438 6.864 Area of streams before confluence: 7.300 5.100 Results of confluence: Total flow rate = 15.706(CFS) Time of concentration = 18.725 min. Effective stream area after confluence = 12.400(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.030 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 95.600(Ft.? Downstream point/station elevation = 89.500(Ft.) Pipe length = 470.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 15.706(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 15.706(CFS) Nonnal flow depth in pipe = 15.14(In.) � � Flow top width inside pipe = 18.84(In.) � I � '_ Critical Depth = 17.57(In.) Pipe flow velocity = 8.45(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 19.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 � Stream flow area = 12.400(Ac.) Runoff from this stream = 15.706(CFS) Time of concentration = 19.65 min. Rainfall intensity = 1.626(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 103.000(Ft.) Bottom (of initial area) elevation = 97.100(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00711 s(percent)= 0.71 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.429 min. Rainfall intensity = 1.857(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.738 � - � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.906(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++�+++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 2.030 � **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 92.100(Ft.) Downstream point/station elevation = 89.500(Ft.) Pipe length = 480.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.906(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.906(CFS) Nonnal flow depth in pipe = 13.73 (In. ) � �� Flow top width inside pipe = 19.98(In.) ' Critical Depth = 13.31(In.) Pipe flow velocity = 5.34(Ft/s) , Travel time through pipe = 1.50 min. Time of concentration (TC) = 16.93 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.500(Ac.) Runoff from this stream = 8.906(CFS? Time of concentration = 16.93 min. Rainfall intensity = 1.765(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 214.000 to Point/Station 215.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 99.700(Ft.) Bottom (of initial area) elevation = 94.500(Ft.) Difference in elevation = 5.200(Ft.) � Slope = 0.00675 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.127 min. Rainfall intensity = 1.878(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 R -� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.936(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 6.936(CFS) Time of concentration = 15.13 min. � Rainfall intensity = 1.878(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.906 16.93 1.765 2 6.936 15.13 1.878 Largest stream flow has longer time of concentration Qp = 8.906 + sum of Qb Ia/Ib 6.936 * 0.940 = 6.520 Qp = 15.426 Total of 2 streams to confluence: Flow rates before confluence point: 8.906 6.936 Area of streams before confluence: 6.500 5.000 Results of confluence: Total flow rate = 15.426(CFS) Time of concentration = 16.928 min. Effective stream area after confluence = 11.500(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.500(Ac.) Runoff from this stream = 15.426(CFS) Time of concentration = 16.93 min. � Rainfall intensity = 1.765(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.706 19.65 1.626 2 15.426 16.93 1.765 Largest stream flow has longer time of concentration Qp - 15.706 + sum of Qb Ia/Ib 15.426 * 0.921 = 14.211 4P = 29.917 Total of 2 main streams to confluence: Flow rates before confluence point: 15.706 15.426 Area of streams before confluence: 12.400 11.500 Results of confluence: Total flow rate = 29.917(CFS) Time of concentration = 19.651 min. � Effective stream area after confluence = 23.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.500(Ft.) Downstream point/station elevation = 79.200(Ft.) Pipe length = 480.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 29.917(CFS) Nearest computed pipe�diameter = 24.00(In.) Calculated individual pipe flow = 29.917(CFS) Normal flow depth in pipe = 17.86(In.) �,� T Flow top width inside pipe = 20.94(In.) �� C Critical Depth = 22.33(In.) Pipe flow velocity = 11.94(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 20.32 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 23.900(Ac.) Runoff from this stream = 29.917(CFS) Time of concentration = 20.32 min. Rainfall intensity = 1.596(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 217.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 99.500(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) Difference in elevation = 10.900(Ft.) Slope = 0.01090 s(percent)= 1.09 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.261 min. Rainfall intensity = 1.869(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.738 �_�� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.657(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 9.657(CFS) Time of concentration = 15.26 min. Rainfall intensity = 1.869(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 29.917 20.32 1.596 2 9.657 15.26 1.869 Largest stream flow has longer time of concentration Qp = 29.917 + sum of Qb Ia/Ib 9.657 * 0.854 = 8.250 Qp = 38.167 Total of 2 streams to confluence: Flow rates before confluence point: 29.917 9.657 Area of streams before confluence: 23.900 7.000 � Results of confluence: Total flow rate = 38.167(CFS) Time of concentration = 20.321 min. Effective stream area after confluence = 30.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 1000.000(Ft.) Top (of initial area? elevation = 89.000(Ft.) Bottom (of initial area) elevation = 82.700(Ft.) Difference in elevation = 6.300{Ft.) Slope = 0.00630 s(percent)= 0.63 TC = k(0.323)*[(length�3)/(elevation change)J"0.2 Initial area time of concentration = 14.104 min. Rainfall intensity = 1.951(In/Hr) for a 10.0 year storm APARTMENT subarea type Runoff Coefficient = 0.837 �- � � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 11.598(CFS) Total initial stream area = 7.100(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 219.000 to Point/Station 2.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** � Upstream point/station elevation = 77.700(Ft.) Downstream point/station elevation = 61.000(Ft.) Pipe length = 860.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 11.598(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 11.598(CFS) Nonnal f low depth in pipe = 12 . 09 ( In .) I I'� Flow top width inside pipe = 16.90(In.) Critical Depth = 15.57(In.) Pipe flow velocity = 9.19(Ft/s) Travel time through pipe = 1.56 min. Time of concentration (TC) = 15.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 7.100(Ac.} Runoff from this stream = 11.598(CFS) Time of concentration = 15.66 min. Rainfall intensity = 1.842(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft.) Top {of initial area) elevation = 80.000(Ft.) Bottom (of initial area) elevation = 74.000(Ft.? Difference in elevation = 6.000(Ft.) Slope = 0.00619 s(percent)= 0.62 TC = k(0.300)*[(length�3)/(elevation change)]"0.2 . Initial area time of concentration = 12.988 min. Rainfall intensity = 2.042(In/Hr) for a 10.0 year stonn CONII�IERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 �-'? ti Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 12.250(CFS) Total initial stream area = 6.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 222.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.000(Ft.) End of street segment elevation = 72.000(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 16.777(CFS) Depth of flow = 0.471(Ft.), Average velocity = 2.604(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.617(Ft.) �_�3 Flow velocity = 2.60(Ft/s) Travel time = 1.86 min. TC = 14.84 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 � Rainfall intensity = 1.897(In/Hr) for a 10.0 year storm Subarea runoff = 8.398(CFS) for 5.100(Ac.) Total runoff = 20.648(CFS) Total area = 12.000(Ac.) Street flow at end of street = 20.648(CFS) Half street flow at end of street = 10.324(CFS) Depth of flow = 0.501(Ft.), Average velocity = 2.737(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.03(Ft.) Flow width (from curb towards crown)= 19.114(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 12.000(Ac.) Runoff from this stream = 20.648(CFS) Time of concentration = 14.84 min. Rainfall intensity = 1.897(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.598 15.66 1.842 2 20.648 14.84 1.897 Largest stream flow has longer or shorter time of concentration Qp = 20.648 + sum of Qa Tb/Ta 11.598 * 0.948 = 10.991 Qp = 31.639 Total of 2 streams to confluence: � Flow rates before confluence point: 11.598 20.648 Area of streams before confluence: 7.100 12.000 Results of confluence: Total flow rate = 31.639(CFS) Time of concentration = 14.845 min. Effective stream area after confluence = 19.100(Ac.) End of computations, total study area = 77.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.410 Area averaged RI index number = 57.9 � � jcC � Ja � . � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � Rational Hydrology_Study________Date__06/14/O1 File:305C.out ----------------------- ------------------------- TR 29305 HYDROLOGY AREA "C' 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 10 minute intensity = 3.480(In/Hr) � 100 year storm 60 minute intensity = 1.300(In/Hr) Stonn 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 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 136.000(Ft.) Bottom (of initial area? elevation = 120.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02133 s(percent)= 2.13 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.893 min. Rainfall intensity = 2.143(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.752 �-� � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.318(CFS) Total initial stream area = 6.400(Ac.) Pervious area fraction = 0.500 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 120.000(Ft.) End of street segment elevation = 116.400(Ft.) Length of street segment = 460.000(Ft.} Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 13.865(CFS) Depth of flow = 0.537(Ft.), Average velocity = 3.037(Ft/s) ,�_ Warning: depth of flow exceeds top of curb L Z Note: depth of flow exceeds top of street crown. • Distance that curb overflow reaches into property = 1.87(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.04(Ft/s) Travel time = 2.52 min. TC = 14.42 min. Adding area flow to street . SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.742 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.�0 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.928(In/Hr) for a 10.0 year storm Subarea runoff = 6.291(CFS) for 4.400(Ac.) Total.runoff = 16.609(CFS) Total area = 10.800(Ac.) Street flow at end of street = 16.609(CFS) Half street flow at end of street = 16.609(CFS) Depth of flow = 0.566(Ft.), Average velocity = 3.184(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.31(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 111.000(Ft.) Downstream point/station elevation = 108.500{Ft.) Pipe length = 250.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 16.609(CFS) Nearest computed pipe diameter = 24.00(In.) ��.^; • Calculated individual pipe flow = 16.609(CFS) ��•- Nonnal flow depth in pipe = 15.28(In.) Flow top width inside pipe = 23.09(In.) Critical Depth = 17.64(In.) Pipe flow velocity = 7.87(Ft/s) Travel time through pipe = 0.53 min. Time of concentration (TC) = 14.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.800(Ac.? Runoff from this stream = 16.609(CFS) Time of concentration = 14.95 min. Rainfall intensity = 1.890(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) � Top (of initial area) elevation = 142.000(Ft.) Bottom (of initial area) elevation = 129.400(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.01938 s(percent)= 1.94 TC = k(0.390)*[(length�3)/(elevation change)]"0.2 Initial area time of concentration = 11.448 min. Rainfall intensity = 2.189(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.754 Decimal fraction soil group A= 0.000 �-j Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.731(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 129.400(Ft.) • End of street segment elevation = 118.500(Ft.) Length of street segment 720.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000 (Ft. ) �_., Distance from crown to crossfall grade break = 18.000(Ft.) -- � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 � Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 16.014(CFS) Depth of flow = 0.414(Ft.), Average velocity = 3.467(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.803(Ft.) �_ � Flow velocity = 3.47(Ft/s) `'' ' Travel time = 3.46 min. TC = 14.91 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.893(In/Hr) for a 10.0 year storm Subarea runoff = 8.959(CFS) for 6.400(Ac.) Total runoff = 19.690(CFS) Total area = 12.900(Ac.) Street flow at end of street = 19.690(CFS) Half street flow at end of street = 9.845(CFS) . Depth of flow = 0.440(Ft.), Average velocity = 3.645(Ft/s) Flow width (from curb towards crown)= 16.071(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 3.000 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 113.500(Ft.) Downstream point/station elevation = 108.500(Ft.) Pipe length = 830.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 19.690(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.690(CFS) ,�,�•_ Normal flow depth in pipe = 18.59(In.) ' - Flow top width inside pipe = 25.01(In.) Critical Depth = 18.63(In.) Pipe flow velocity = 6.74(Ft/s) Travel time through pipe = 2.05 min. Time of concentration (TC) = 16.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.900(Ac.) Runoff from this stream = 19.690(CFS) Time of concentration = 16.96 min. Rainfall intensity = 1.763(In/Hr) Summary of stream data : Stream Flow rate TC Ra'infall Intensity No. (CFS) (min) (In/Hr) � 1 16.609 14.95 1.890 2 19.690 16.96 1.763 Largest stream flow has longer time of concentration Qp = 19.690 + sum of Qb Ia/Ib 16.609 * 0.933 = 15.493 Qp = 35.183 Total of 2 streams to confluence: Flow rates before confluence point: 16.609 19.690 Area of streams before confluence: 10.800 12.900 Results of confluence: Total flow rate = 35.183(CFS) Time of concentration = 16.961 min. Effective stream area after confluence = 23.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.020 **** PIPEFLOW TRAVEL TIME (Program estimated size} **** � Upstream point/station elevation = 108.500(Ft.) Downstream point/station elevation = 106.400(Ft.) Pipe length = 160.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 35.183(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 35.183(CFS) Normal flow depth in pipe = 21.94(In.) p'�� . � Flow top width inside pipe = 21.08(In.) Critical Depth = 24.17(In.) Pipe flow velocity = 10.17(Ft/s? Travel time through pipe = 0.26 min. Time of concentration (TC) = 17.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.700(Ac.) Runoff from this stream = 35.183(CFS) Time of concentration = 17.22 min. Rainfall intensity = 1.748(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL A.REA EVALUATION **** . . . ', Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 180.000(Ft.) Bottom (of initial area) elevation = 135.000(Ft.) Difference in elevation = 45.000(Ft.) � Slope = 0.04891 s(percent)= 4.89 TC = k(0.530) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 14.856 min. Rainfall intensity = 1.896(In/Hr) for a 10.0 year stonn UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0 . 751 � -= - � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.991(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 307.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 126.000(Ft.) End of street segment elevation = 120.000(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) � Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz} = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.) Manning's N in gutter = 0.0150 Manning�s N from gutter to grade break = �.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.991(CFS) Depth of flow = 0.335(Ft.), Average velocity = 2.285(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10 . 920 (Ft . ) �.� � � �= T .� � ` , Flow velocity = 2.28(Ft/s) Travel time = 4.67 min. TC = 19.53 min. Adding area flow to street CONIl�IERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.632(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 2.991(CFS) Total area = 2.100(Ac.) Street flow at end of street = 2.991(CFS) - �- Half street flow at end of street = 2.991(CFS) Depth of flow = 0.335(Ft.), Average velocity = 2.285(Ft/s) Flow width (from curb towards crown)= 10.920(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.100(Ac.) Runoff from this stream = 2.991(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.632(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 120.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00682 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)�"0.2 Initial area time of concentration = 15.927 min. Rainfall intensity = 1.825(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.736 � � �,, - � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.954(CFS) Total initial stream area = 8.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 8.900(Ac.) Runoff from this stream = 11.954(CFS) Time of concentration = 15.93 min. Rainfall intensity = 1.825(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 2.991 19.53 1.632 2 11.954 15.93 1.825 Largest stream flow has longer or shorter time of concentration Qp = 11.954 + sum of Qa Tb/Ta 2.991 * 0.816 = 2.440 Qp = 14.393 � Total of 2 streams to confluence: Flow rates before confluence point: 2.991 11.954 Area of streams before confluence: 2.100 8.900 Results of confluence: Total flow rate = 14.393(CFS) Time of concentration = 15.927 min. Effective stream area after confluence = 11.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 3.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 115.000(Ft.) Downstream point/station elevation = 106.900(Ft.} Pipe length = 760.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 14.393(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.393(CFS? Nonnal f low depth in pipe = 15 . 2 8( In .) P�� Flow top width inside pipe = 18.70(In.) Critical Depth = 16.90(In.) Pipe flow velocity = 7.67(Ft/s) . Travel time through pipe = 1.65 min. Time of concentration (TC) = 17.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 11.000(Ac.) Runoff from this stream = 14.393(CFS) Time of concentration = 17.58 min. Rainfall intensity = 1.729(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 121.200(Ft.) Bottom (of initial area) elevation = 112.100(Ft.) Difference in elevation = 9.100(Ft.) Slope = 0.00910 s(percent)= 0.91 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 � Initial area time of concentration = 15.822 min. Rainfall intensity = 1.832(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) �"- � Runoff Coefficient = 0.736 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � .. J Decimal fraction soil group C= 0.000 =� Decimal fraction soil group D= 0.000 -� �_ RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 9.036(CFS) Total initial stream area = 6.700(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 309.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.700(Ac.) Runoff from this stream = 9.036(CFS) Time of concentration = 15.82 min. Rainfall intensity = 1.832(In/Hr} Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.393 17.58 1.729 2 9.036 15.82 1.832 Largest stream flow has longer time of concentration Qp = 14.393 + sum of Qb Ia/Ib � 9.036 * 0.944 = 8.528 4P = 22.922 Total of 2 streams to confluence: Flow rates before confluence point: 14.393 9.036 Area of streams before confluence: 11.000 6.700 Results of confluence: Total flow rate = 22.922(CFS) Time of concentration = 17.577 min. Effective stream area after confluence = 17.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.900(Ft.) Downstream point/station elevation = 106.400(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 22.922(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 22.922(CFS) Normal f low depth in pipe = 19 . 97 ( In .) (� �;[ � Flow top width inside pipe = 17.94(In.) Critical Depth = 20.46(In.) Pipe flow velocity = 8.20(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 17.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 3.020 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.700(Ac.) Runoff from this stream = 22.922(CFS) Time of concentration = 17.68 min. Rainfall intensity = 1.723(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.183 17.22 1.748 2 22.922 17.68 1.723 Largest stream flow has longer or shorter time of concentration Qp = 35.183 + sum of Qa Tb/Ta 22.922 * 0.974 = 22.330 Qp = 57.513 Total of 2 main streams to confluence: Flow rates before confluence point: 35.183 22.922 Area of streams before confluence: � 23.700 17.700 Results of confluence: Total flow rate = 57.513(CFS) Time of concentration = 17.223 min. Effective stream area after confluence = 41.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.040 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.400(Ft.) Downstream point/station elevation = 101.900(Ft.) Pipe length = 320.00(Ft.? Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 57.513(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 57.513(CFS) Normal flow depth in pipe = 24.89(In.) � = Flow top width inside pipe = 28.41(In.) Critical Depth = 29.44(In.) � Pipe flow velocity = 11.98(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 17.67 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 41.400{Ac.) Runoff from this stream = 57.513(CFS) � Time of concentration = 17.67 min. Rainfall intensity = 1.724(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 640.000(Ft.) Top (of initial area) elevation = 176.000(Ft.) Bottom (of initial area) elevation = 121.000(Ft.) Difference in elevation = 55.000(Ft.} Slope = 0.08594 s(percent}- 8.59 TC = k(0.530)*((length�3)/(elevation change?]"0.2 Initial area time of concentration = 11.479 min. Rainfall intensity = 2.185(In/Hr) for a 10.0 year stonn UNDEVELOPED (poor cover) subarea t _,• Runoff Coefficient = 0.768 � � - Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 � Initial subarea runoff = 3.188tCFS) Total initial stream area = 1.900(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 311.000 **** STREET FLOW TR.AVEL TIME + SUBA.REA FLOW ADDITION **** Top of street segment elevation = 116.000(Ft.) End of street segment elevation = 111.000(Ft.) Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.900(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 = . 9.145(CFS) Depth of flow = 0.398(Ft.), Average velocity = 2.208(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.974(Ft.) Flow velocity = 2.21(Ft/s) Travel time = 5.74 min. TC = 17.22 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.731 Decimal fraction soil group A= 0.000 � � Decimal fraction soil group B= 1.000 �-; Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.749(In/Hr) for a 10.0 year storm Subarea runoff = 9.081(CFS) for 7.100(Ac.) Total runoff = 12.269(CFS) Total area = 9.000(Ac.) Street flow at end of street = 12.269(CFS) Half street flow at end of street = 6.134(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.370(Ft/s) Flow width (from curb towards crown)= 15.716(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 3.030 **** PIPEFLOW TR.AVEL TIME (Program estimated size? **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 102.100(Ft.) Pipe length = �40.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 12.269(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.269(CFS) Normal flow depth in pipe = 18.90(In.) � l� ` � Flow top width inside pipe = 12.60(In.) Critical Depth = 15.67(In.) Pipe flow velocity = 5.38(Ft/s) Travel time through pipe = 2.29 min. Time of concentration (TC) = 19.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.000(Ac.) Runoff from this stream = 12.269(CFS) Time of concentration = 19.51 min. Rainfall intensity = 1.632(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 113.000(Ft.) Bottom (of initial area) elevation = 107.600(Ft.) � Difference in elevation = 5.400tFt.) Slope = 0 . 00593 s (percent) = 0 . 59 ,� _ � TC = k(0.390)*((length"3)/(elevation change)]�0.2 �- Initial area time of concentration = 16.596 min. Rainfall intensity = 1.784(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.734 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 �-� � Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.507(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 8.507(CFS) Time of concentration = 16.60 min. Rainfall intensity = 1.784(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.269 19.51 1.632 2 8.507 16.60 1.784 � Largest stream flow has longer time of concentration Qp = 12.269 + sum of Qb Ia/Ib 8.507 * 0.915 = 7.783 Qp - 20.052 Total of 2 streams to confluence: Flow rates before confluence point: 12.269 8.507 Area of streams before confluence: 9.000 6.500 Results of confluence: Total flow rate = 20.052(CFS) Time of concentration = 19.510 min. Effective stream area after confluence = 15.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 102.100(Ft.) Downstream point/station elevation = 101.900(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 20.052(CFS) � Nearest computed pipe diameter =- 27.00(In.) Calculated individual pipe flow 20.052(CFS) '��P � Normal flow depth in pipe = 22.78(In.) Flow top width inside pipe = 19.61(In.) Critical Depth = 18.79(In.) Pipe flow velocity = 5.61(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 19.66 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 15.500(Ac.) Runoff from this stream = 20.052(CFS) Time of concentration = 19.66 min. Rainfall intensity = 1.626(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 57.513 17.67 1.724 2 20.052 19.66 1.626 Largest stream flow has longer or shorter time of concentration Qp = 57.513 + sum of Qa Tb/Ta 20.052 * 0.899 = 18.021 Qp = 75.535 Total of 2 main streams to confluence: � Flow rates before confluence point: 57.513 20.052 Area of streams before confluence: 41.400 15.500 Results of confluence: Total flow rate = 75.535(CFS) Time of concentration = 17.668 min. Effective stream area after confluence = 56.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.070 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 101.900(Ft.) Downstream point/station elevation = 93.600(Ft.) Pipe length = 520.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 75.535(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 75.535(CFS) ,� Normal f low depth in pipe = 26 . 63 ( In .) �� Flow top width inside pipe = 31.60(In.) Critical Depth = 32.71(In.) � Pipe flow velocity = 13.49(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 18.31 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.070 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 1 Stream flow area = 56.900(Ac.) Runoff from this stream = 75.535(CFS) Time of concentration = 18.31 min. Rainfall intensity = 1.690 (In/Fir) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 590.000(Ft.) Top (of initial area) elevation = 146.00OtFt.) Bottom (of initial area) elevation = 125.700(Ft.) Difference in elevation = 20.300(Ft.) Slope = 0.03441 s(percent)= 3.44 TC = k(0.530) * ( (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 13.344 min. Rainfall intensity = 2.012(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.758 ��-- � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.135(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 1.400(Ac.) Runoff from this stream = 2.135(CFS) Time of concentration = 13.34 min. Rainfall intensity = 2.012(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.610(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.723 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 20.00 min. Rain intensity = 1.61(In/Hr) Total area = 62.70(Ac.) Total runoff = 78.00(CFS) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 62.700(Ac.) Runoff from this stream = 78.000(CFS) Time of concentration = 20.00 min. Rainfall intensity = 1.610(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr} 1 2.135 13.34 2.012 2 78.000 20.00 1.610 Largest stream flow has longer time of concentration Qp = 78.000 + sum of Qb Ia/Ib 2.135 * 0.800 = 1.709 4P = 79.709 � Total of 2 streams to confluence: Flow rates before confluence point: 2.135 78.000 Area of streams before confluence: 1.400 62.700 Results of confluence: Total flow rate = 79.709(CFS) Time of concentration = 20.000 min. Effective stream area after confluence = 64.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 3.050 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 99.000(Ft.) Pipe length = 830.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 79.709(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 79.709(CFS) Norntal f low depth in pipe = 34 .13 ( In .) ,_. ,�, _ Flow top width inside pipe = 25.80(In.) •• - Critical Depth = 33.67(In.) Pipe flow velocity = 10.35(Ft/s) � Travel time through pipe = 1.34 min. Time of concentration (TC) = 21.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 64.100(Ac.) � Runoff from this stream = 79.709(CFS) Time of concentration = 21.34 min. Rainfall intensity = 1.554(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 930.000(Ft.) Top (of initial area) elevation = 112.000(Ft.> Bottom (of initial area) elevation = 104.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.00860 s(percent)= 0.86 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.543 min. Rainfall intensity = 1.850(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 (°-� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious�area fraction = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 7.910(CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.800(Ac.) Runoff from this stream = 7.910(CFS) Time of concentration = 15.54 min. Rainfall intensity = 1.850(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 890.000(Ft.) Top (of initial area) elevation = 110.000(Ft.) Bottom (of initial area) elevation = 104.000{Ft.) Difference in elevation = 6.000(Ft.? Slope = 0.00674 s(percent)= 0.67 ,� TC = k(0.390) * [ (length"'3} / (elevation change) ] "'0.2 �� i� � Initial area time of concentration = 16.035 min. Rainfall intensity = 1.818tIn/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.736 Decimal fraction soil group A= 0.000 „� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 "-,_� RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.821(CFS) Total initial stream area = 5.100(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 3 Stream flow area = 5.100(Ac.) Runoff from this stream = 6.821(CFS) Time of concentration = 16.03 min. Rainfall intensity = 1.818(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 79.709 21.34 1.554 2 7.910 15.54 1.850 3 6.821 16.03 1.818 Largest stream flow has longer time of concentration � Qp = 79.709 + sum of Qb Ia/Ib 7.910 * 0.840 = 6.645 Qb Ia/Ib 6.821 * 0.855 = 5.829 4P = 92.184 Total of 3 streams to confluence: Flow rates before confluence point: 79.709 7.910 6.821 Area of streams before confluence: 64.100 5.800 5.100 Results of confluence: Total flow rate = 92.184(CFS) Time of concentration = 21.336 min. Effective stream area after confluence = 75.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.060 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 99.000(Ft.) Downstream point/station elevation = 94.000(Ft.) Pipe length = 710.00(Ft.) Manning's N= 0.013 � No. of pipes = 1 Required pipe flow = 92.184(CFS) Nearest computed pipe diameter 45.00(In.) Calculated individual pipe flow = 92.184(CFS) (��PE Nonnal flow depth in pipe = 33.66(In.) Flow top width inside pipe = 39.08(In.) Critical Depth = 35.40(In.) Pipe flow velocity = 10.41(Ft/s) Travel time through pipe = 1.14 min. Time of concentration (TC) = 22.47 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 75.000(Ac.) Runoff from this stream = 92.184(CFS) Time of concentration = 22.47 min. Rainfall intensity = 1.510(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 318.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 99.800(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00639 s{percent)= 0.64 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 16.774 min. Rainfall intensity = 1.774(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.733 � ' � l Decimal fraction soil group A= 0.000 V Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.370(CFS) Total initial stream area = 4.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.900(Ac.) Runoff from this stream = 6.370(CFS) Time of concentration = 16.77 min. Rainfall intensity = 1.774(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 99.800(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00620 s(percent)= 0.62 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 17.084 min. Rainfall intensity = 1.756(In/Hr) for a 10.0 year stonn � SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 �_'� Decimal fraction soil group B= 1.000 `"' '� Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.225(CFS) Total initial stream area = 6.400(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 3 Stream flow area = 6.400(Ac.) Runoff from this stream = 8.225(CFS) Time of concentration = 17.08 min. Rainfall intensity = 1.756{In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity � No. (CFS) (min) (In/Hr) 1 92.184 22.47 1.510 2 6.370 16.77 1.774 3 8.225 17.08 1.756 Largest stream flow has longer time of concentration Qp = 92.184 + sum of Qb Ia/Ib 6.370 * 0.851 = 5.424 Qb Ia/Ib 8.225 * 0.860 = 7.074 Qp = 104.681 Total of 3 streams to confluence: Flow rates before confluence point: 92.184 6.370 8.225 Area of streams before confluence: 75.000 4.900 6.400 Results of confluence: Total flow rate = 104.681(CFS) Time of concentration = 22.473 min. Effective stream area after confluence = 86.300(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 94.000(Ft.) Downstream point/station elevation = 93.600(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 104.681(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 104.681(CFS) � Nonnal flow depth in pipe = 35.63(In.) ` ; - , -: .- Flow top width inside pipe = 36.55(In.) Critical Depth = 37.51(In.) Pipe flow velocity = 11.16(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 22.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.070 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 86.300(Ac.) Runoff from this stream = 104.681(CFS) Time of concentration = 22.55 min. Rainfall intensity = 1.508(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 75.535 18.31 1.690 � 2 104.681 22.55 1.508 Largest stream flow has longer time of concentration Qp = 104.681 + sum of Qb Ia/Ib 75.535 * 0.892 = 67.364 Qp = 172.046 Total of 2 main streams to confluence: Flow rates before confluence point: 75.535 104.681 Area of streams before confluence: 56.900 86.300 Results of confluence: Total flow rate = 172.046(CFS) Time of concentration = 22.548 min. Effective stream area after confluence = 143.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.100 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation = 93.600(Ft.} � Downstream point/station elevation = 81.900(Ft.) Pipe length 800.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 172.046(CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 172.046lCFS) �!'°'' 1 `� Normal flow depth in pipe = 38.91(In.) Flow top width inside pipe = 37.62(In.) Critical Depth = 44.85(In.) Pipe flow velocity = 15.76{Ft/s) Travel time through pipe = 0.85 min. � Time of concentration (TC) = 23.39 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 148.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft.) Difference in elevation = 48.000(Ft.) Slope = 0.06154 s(percent)= 6.15 TC = k(0.530)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 13.283 min. Rainfall intensity = 2.017(In/Hr) for a 10.0 year sto� UNDEVELOPED (poor cover) subarea � � Runoff Coefficient = 0.759 Q`- `` Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.448(CFS) Total initial stream area = 1.600(Ac.) � Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 320.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 95.700(Ft.) Length of street segment = 370.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.880(In.) Manning' s N in gutter = 0. 0150 C�i�; �`'? 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 = 2.448(CFS) Depth of flow = 0.308(Ft.}, Average velocity = 2.369(Ft/s) � Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.574(Ft.) Flow velocity = 2.37(Ft/s) Travel time = 2.60 min. TC = 15.89 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1. 000 `� `` "" ^� .-. ,� �.� Decimal fraction soil group C= 0.000 � � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.828(In/Hr) for a 10.0 year storin Subarea runoff = 0.000 (CFS) for 0.000 (Ac. ) Total runoff = 2.448(CFS) Total area = 1.600(Ac.) Street flow at end of street = 2.448(CFS) Half street flow at end of street = 2.448(CFS} Depth of flow = 0.308(Ft.), Average velocity = 2.369(Ft/s) Flow width (from curb towards crown)= 9.574(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.600(Ac.} Runoff from this stream = 2.448(CFS? Time of concentration = 15.89 min. Rainfall intensity = 1.828(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000(Ft.) Top (of initial area? elevation = 160.000(Ft.) Bottom (of initial area} elevation = 98.000(Ft.) Difference in elevation = 62.000(Ft.) Slope = 0.08857 s(percent)= 8.86 TC = k(0.530)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 11.827 min. Rainfall intensity = 2.150(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea � Runoff Coefficient = 0.766 ��-'S Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.928(CFS) Total initial stream area = 3.600(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 320.000 � **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation - 100.000(Ft.) End of street segment elevation = 95.700(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street {curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz} = 0.078 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on (1] side(s) of.the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.? Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = Q.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 5.928(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.315(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.633 (Ft. ) �� .`� �-,- Flow velocity = 2.32(Ft/s) � Travel time = 4.90 min. TC = 16.72 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.777(In/Hr) for a 10.0 year storm Subarea runoff = 0.000 (CFS) for 0.000 (Ac. ) � Total runoff = 5.928(CFS) Total area = 3.600(Ac.) Street flow at end of street = 5.928(CFS) Half street flow at end of street = 5.928(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.315(Ft/s) Flow width (from curb towards crown) = 15.633 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.600(Ac.) Runoff from this stream = 5.928(CFS) Time of concentration = 16.72 min. Rainfall intensity = 1.777(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 102.000(Ft.) Bottom (of initial area) elevation = 95.700(Ft.) Difference in elevation = 6.300(Ft.) � Slope = 0.00887 s(percent)= 0.89 � �� TC = k (0.390) * [ (length"3) / (elevation change) ] "0.2 -� - � Initial area time of concentration = 13.866 min. Rainfall intensity = 1.970(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.744 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 ti ,� Decimal fraction soil group C= 0.000 �-�- � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.936(CFS) Total initial stream area = 6.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 6.100(Ac.) Runoff from this stream = 8.936(CFS) Time of concentration = 13.87 min. Rainfall intensity = 1.970(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.448 15.89 1.828 2 5.928 16.72 1.777 � 3 8.936 13.87 1.970 Largest stream flow has longer or shorter time of concentration Qp - 8.936 + sum of Qa T'b/Ta 2.448 * 0.873 = 2.137 Qa Tb/Ta 5.928 * 0.829 = 4.916 Qp = 15.989 Total of 3 streams to confluence: Flow rates before confluence point: � 2.448 5.928 8.936 Area of streams before confluence: 1.600 3.600 6.100 Results of confluence: Total flow rate = 15.989(CFS) Time of concentration = 13.866 min. Effective stream area after confluence = 11.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 3.080 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 90.800(Ft.) Downstream point/station elevation = 84.900(Ft.) � Pipe length = 920.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow 15.989(CFS) Nearest computed pipe diameter = 24.00(In.) `�� Calculated individual pipe flow = 15.989(CFS) Normal flow depth in pipe = 17.51(In.} Flow top width inside pipe = 21.32(In.) Critical Depth = 17.31(In.) Pipe flow velocity = 6.51(Ft/s) Travel time through pipe = 2.36 min. � Time of concentration (TC) = 16.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station 3.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 11.300(Ac.) Runoff from this stream = 15.989(CFS) Time of concentration = 16.22 min. Rainfall intensity = 1.807(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 99.400(Ft.? Bottom (of initial area) elevation = 94.000(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.477 min. � Rainfall intensity = 1.854(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � _�j Runoff Coefficient = 0.738 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.530(CFS) Total initial stream area = 7.700(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 325.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 94.000(Ft.) End of street segment elevation = 90.900(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 � Slope from grade break to crown (v/hz) = 0.020 �_ Street flow is on [2] side(s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.? Gutter hike from flowline = 1.900(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 = 11.077(CFS) � Depth of flow = 0.433(Ft.), Average velocity = 2.137(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.726(Ft.) Flow velocity = 2.14(Ft/s) Travel time = 4.52 min. TC = 20.00 min. Adding area flow to street CONIIKERCIAL subarea type _ - , "- Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.610(In/Hr) for a 10.0 year storm Subarea runoff = 1.114(CFS) for 0.800(Ac.) Total runoff = 11.643{CFS) Total area = 8.500(Ac.) Street flow at end of street = 11.643(CFS) Half street flow at end of street = 5.822(CFS) Depth of flow = 0.439(Ft.), Average velocity = 2.163(Ft/s) Flow width (from curb towards crown)= 16.041(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.500(Ac.) Runoff from this stream = 11.643(CFS) Time of concentration = 20.00 min. Rainfall intensity = 1.610(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 98.000(Ft.) Bottom {of initial area) elevation = 90.900(Ft.) Difference in elevation = 7.100(Ft.) Slope = 0.00740 s(percent)= 0.74 TC = k(0.390)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 16.225 min. Rainfall intensity = 1.807(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.735 �'- �� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) - 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.691(CFS) Total initial stream area = 7.300(Ac.) • � � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 3 Stream flow area = 7.300(Ac.} Runoff from this stream = 9.691(CFS) Time of concentration = 16.22 min. Rainfall intensity = 1.807(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 98.000(Ft.) Bottom (of initial area) elevation = 90.400(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.00760 s(percent)= 0.76 TC = k(0.390)*((length"3)/(elevation change)]"'0.2 Initial area time of concentration = 16.402 min. Rainfall intensity = 1.796(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.734 �- �� Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.416(CFS) Total initial stream area = 7.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 4 Stream flow area = 7.900(Ac.) Runoff from this stream = 10.416(CFS) Time of concentration = 16.40 min. Rainfall intensity = 1.796(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 15.989 16.22 1.807 2 11.643 20.00 1.610 3 9.691 16.22 1.807 4 10.416 16.40 1.796 Largest stream flow has longer or shorter time of concentration Qp = 15.989 + sum of Qa Tb/Ta 11.643 * 0.811 = 9.444 Qa Tb/Ta 9.691 * 1.000 = 9.690 � Qa T'b/Ta 10.416 * 0.989 = 10.302 Qp = 45.424 Total of 4 streams to confluence: Flow rates before confluence point: 15.989 11.643 9.691 10.416 Area of streams before confluence: 11.300 8.500 7.300 7.900 Results of confluence: Total flow rate = 45.424(CFS) Time of concentration = 16.222 min. Effective stream area after confluence = 35.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station 3.090 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 84.900(Ft.) Downstream point/station elevation = 82.300(Ft.) Pipe length = 460.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 45.424(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 45.424(CFS) � Nonnal flow depth in pipe = 26.86(In.) �(P � Flow top width inside pipe = 31.34(In.) Critical Depth = 26.35(In.) Pipe flow velocity = 8.04(Ft/s) Travel time through pipe = 0.95 min. Time of concentration (TC) = 17.18 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.090 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.000(Ac.) Runoff from this stream = 45.424(CFS) Time of concentration = 17.18 min. Rainfall intensity = 1.751(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 84.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation - 114.000(Ft.) Difference in elevation = 11.700(Ft.) Slope = 0 .13929 s (percent) = 13 . 93 � _ �'7 TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year stonn � CONII�IERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 �'" Decimal fraction soil group C= 0.000 `" �' Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.731(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 0.900(Ac.) Runoff from this stream = 2.731(CFS) Time of concentration = 5.00 min. Rainfall intensity = 3.452(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 327.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 790.000(Ft.) Top (of initial area) elevation = 118.500(Ft.) Bottom (of initial area) elevation = 114.200(Ft.) Difference in elevation = 4.300(Ft.) Slope = 0.00544 s(percent)= 0.54 TC = k(0.300) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 12.275 min. Rainfall intensity = 2.106{In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.870 �_ Decimal fraction soil group A= 0.000 �. Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.016(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.016(CFS) Time of concentration = 12.27 min. Rainfall intensity = 2.106(In/Hr) Summary of stream data: • Stream Flow rate TC Rainfall Intensity No. (CFS? (min) (In/Hr) 1 2.731 5.00 3.452 2 2.016 12.27 2.106 Largest stream flow has longer or shorter time of concentration Qp = 2.731 + sum of Qa Tb/Ta 2.016 * 0.407 = 0.821 Qp = 3.552 Total of 2 streams to confluence: Flow rates before confluence point: 2.731 2.016 Area of streams before confluence: 0.900 1.100 Results of confluence: Total flow rate = 3.552(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = 2.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 330.000 . **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 114.000(Ft.) End of street segment elevation = 104.300(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2. 000 ( Ft .) ,-o _ rG� Gutter hike from flowline = 1.900(In.) v � 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 = 4.440(CFS) Depth of flow = 0.354(Ft.), Average velocity = 2.944(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.789(Ft.) Flow velocity = 2.94(Ft/s) Travel time = 3.85 min. TC = 8.85 min. Adding area flow to street � CONII�IERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.521(In/Hr) for a 10.0 year stonn Subarea runoff = 2.203(CFS) for 1.000(Ac.) � Total runoff = 5.755(CFS) Total area = 3.000(Ac.) Street flow at end of street = 5.755(CFS) Half street flow at end of street = 5.755(CFS) Depth of flow = 0.381(Ft.), Average velocity = 3.131(Ft/s) Flow width (from curb towards crown)= 13.114(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.000(Ac.) Runoff from this stream = 5.755(CFS) Time of concentration = 8.85 min. Rainfall intensity = 2.521(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 329.000 to Point/Station 330.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 108.200(Ft.) Bottom (of initial area) elevation = 104.300(Ft.) � Difference in elevation = 3.900(Ft.) Slope = 0.00542 s(percent)= 0.54 TC = k(0.300)*[(length"'3)/(elevation change?]�0.2 Initial area time of concentration = 11.839 min. Rainfall intensity = 2.149(In/Hr) for a 10.0 year stonn CONINIERCIAL subarea type Runoff Coefficient = 0.871 r,. Decimal fraction soil group A= 0.000 �-= � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.870(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 1.870(CFS) � Time of concentration = 11.84 min. Rainfall intensity = 2.149(In/Hr) Summary of stream data. Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.755 8.85 2.521 2 1.870 11.84 2.149 � Largest stream flow has longer or shorter time of concentration Qp = 5.755 + sum of Qa Tb/Ta 1.870 * 0.748 = 1.398 Qp = 7.153 Total of 2 streams to confluence: Flow rates before confluence point: 5.755 1.870 Area of streams before confluence: 3.000 1.000 Results of confluence: Total flow rate = 7.153(CFS) Time of concentration = 8.850 min. Effective stream area after confluence = 4.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 332.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 104.300(Ft.) Fnd of street segment elevation = 92.300(Ft.) Length of street segment = 825.000(Ft.) Height of curb above gutter flowline = 6.0(In.) � Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 8.226(CFS) Depth of flow = 0.418(Ft.), Average velocity = 3.437(Ft/s) Streetflow hydraulics at midpoint of street travel: �_ Halfstreet flow width = 15.089(Ft.) Flow velocity = 3.44(Ft/s) Travel time = 4.00 min. TC = 12.85 min. Adding area flow to street CONIl�IERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity - 2.054(In/Hr) for a 10.0 year stonn Subarea runoff = 2.143 (CFS? for 1.200 (Ac. ) Total runoff = 9.296(CFS) Total area = 5.200(Ac.) Street flow at end of street = 9.296(CFS) Half street flow at end of street = 9.296(CFS) Depth of flow = 0.433(Ft.), Average velocity = 3.540(Ft/s) Flow width (from curb towards crown)= 15.841(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.200(Ac.) Runoff from this stream = 9.296(CFS) Time of concentration = 12.85 min. Rainfall intensity = 2.054(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 96.600(Ft.) Bottom (of initial area) elevation = 92.500(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00837 s(percent)= 0.84 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 12.096 min. Rainfall intensity = 2.123(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.751 �� Decimal fraction soil group A= 0.000 +V Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.148(CFS) Total initial stream area = 2.600(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.600(Ac.) Runoff from this stream = 4.148(CFS) Time of concentration = 12.10 min. Rainfall intensity = 2.123(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 9.296 12.85 2.054 2 4.148 12.10 2.123 Largest stream flow has longer time of concentration Qp = 9.296 + sum of Qb Ia/Ib 4.148 * 0.967 = 4.012 Qp = 13.308 � Total of 2 streams to confluence: Flow rates before confluence point: 9.296 4.148 Area of streams before confluence: 5.200 2.600 Results of confluence: Total flow rate = 13.308(CFS) Time of concentration = 12.851 min. Effective stream area after confluence = 7.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 92.300(Ft.) End of street segment elevation = 88.800(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street tcurb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side (s) of the street Distance from curb to property line = 10.000(Ft.) � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 13.607(CFS) Depth of flow = 0.485(Ft.?, Average velocity = 3.888(Ft/s) Streetflow hydraulics at midpoint of street travel: � Halfstreet flow width = 18.392(Ft.) ` Flow velocity = 3.89(Ft/s) Travel time = 1.03 min. TC = 13.88 min. Adding area flow to street CON�IERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.969(In/Hr) for a 10.0 year stonn Subarea runoff = 0.599 (CFS) for 0.350 (Ac. ) Total runoff = 13.907(CFS) Total area = 8.150(Ac.) Street flow at end of street = 13.907(CFS) � Half street flow at end of street = 13.907(CFS) Depth of flow = 0.488(Ft.), Average velocity = 3.909(Ft/s) Flow width (from curb towards crown)= 18.549(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I � � � ^ � Process from Point/Station 333.000 to Point/Station 333.000 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 8.150(Ac.) Runoff from this stream = 13.907(CFS) Time of concentration = 13.88 min. Rainfall intensity = 1.969(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.424 17.18 1.751 2 13.907 13.88 1.969 Largest stream flow has longer time of concentration Qp = 45.424 + sum of Qb Ia/Ib 13.907 * 0.889 = 12.368 4P = 57.792 Total of 2 main streams to confluence: Flow rates before confluence point: 45.424 13.907 Area of streams before confluence: 35.00a 8.150 � Results of confluence: Total flow rate = 57.792(CFS) Time of concentration = 17.176 min. Effective stream area after confluence = 43.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.300tFt.) Downstream point/station elevation = 81.900(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 57.792(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 57.792(CFS) Normal flow depth in pipe = 28.55(In.) �, � Flow top width inside pipe = 29.17(In.) �i r Critical Depth = 29.53(In.) Pipe flow velocity = 9.62(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 17.26 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 43.150(Ac.) Runoff from this stream = 57.792(CFS) Time of concentration = 17.26 min. Rainfall intensity = 1.746{In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.477(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.713 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 23.39 min. Rain intensity = 1.48(In/Hr) Total area = 143.20(Ac.) Total runoff = 172.05(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norinal stream number 2 Stream flow area = 143.200(Ac.) � Runoff from this stream = 172.050(CFS) Time of concentration = 23.39 min. Rainfall intensity = 1.477(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 334.000 to Point/Station 335.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 980.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 111.900(Ft.) Difference in elevation = 13.800(Ft.) Slope = 0.01408 s(percent)= 1.41 TC = k(0.300)*[(length"3)/(elevation change))�0.2 Initial area time of concentration = 11.063 min. Rainfall intensity = 2.230(In/Hr) for a 10.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.871 :� ":' Decimal fraction soil group A= 0.000 �' �' Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 � Initial subarea runoff = 2.137(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ " =� Process from Point/Station 335.000 to Point/Station 336.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 111.900(Ft.) � End of street segment elevation = 88.100(Ft.) Length of street segment 1640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) ' Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000{Ft.) Gutter hike from flowline = 1.880(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 = 4.080(CFS) Depth of flow = 0.344(Ft.), Average velocity = 2.904(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.350 (Ft. ) '° - `'� Flow velocity = 2.90(Ft/s) � � v Travel time = 9.41 min. TC = 20.47 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.864 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.590(In/Hr) for a 10.0 year storm Subarea runoff = 2.748(CFS) for 2.000(Ac.) Total runoff = 4.885(CFS) Total area = 3.100(Ac.) Street flow at end of street = 4.885(CFS) Half street flow at end of street = 4.885(CFS) Depth of flow = 0.361(Ft.), Average velocity = 3.030(Ft/s) Flow width (from curb towards crown)= 12.228(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 336.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 3 Stream flow area = 3.100(Ac.) Runoff from this stream = 4.885(CFS) Time of concentration = 20.47 min. Rainfall intensity = 1.590(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 57.792 17.26 1.746 2 172.050 23.39 1.477 c� 3 4.885 20.47 1.590 Largest stream flow has longer time of concentration Qp = 172.050 + sum of Qb Ia/Ib � 57.792 * 0.846 = 48.900 Qb Ia/Ib 4.885 * 0.929 = 4.540 Qp = 225.490 Total of 3 streams to confluence: Flow rates before confluence point: 57.792 172.050 4.885 Area of streams before confluence: 43.150 143.200 3.100 Results of confluence: Total flow rate = 225.490(CFS) Time of concentration = 23.390 min. Effective stream area after confluence = 189.450(Ac.) ++++++++++++++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 81.900(Ft.) Downstream point/station elevation = 78.400(Ft.) Pipe length = 840.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 225.490(CFS) Nearest computed pipe diameter = 66.00(In.) � Calculated individual pipe flow = 225.490(CFS) Normal flow depth in pipe = 56.81(In.) �� Flow top width inside pipe = 45.69(In.) -- Critical Depth = 50.38(In.) Pipe flow velocity = 10.36(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 24.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.110 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 189.450(Ac.) Runoff from this stream = 225.490(CFS) Time of concentration = 24.74 min. Rainfall intensity = 1.432(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 338.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 430.000(Ft.) Top (of initial area} elevation = 90.900(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00535 s(percent?= 0.53 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 9.657 min. Rainfall intensity = 2.403(In/Hr) for a 10.0 year storm CONII�IERCIAL subarea type � Runoff Coefficient = 0.873 , Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 �"� Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.258(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 340.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 88.800(Ft.) End of street segment elevation = 85.700(Ft.) Length of street segment = 295.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street � Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 1.709(CFS) Depth of flow = 0.284(Ft.), Average velocity = 2.102(Ft/s) Streetflow hydraulics at midpoint of street travel: ' Halfstreet flow width = 8.346(Ft.) C��i Flow velocity = 2.10(Ft/s) Travel time = 2.34 min. TC = 12.00 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.133(In/Hr) for a 10.0 year storm Subarea runoff = 0.798 (CFS) for 0.430 (Ac. ) Total runoff = 2.057(CFS) Total area = 1.030(Ac.) � Street flow at_end of street = 2.057(CFS) _ Half street flow at end of street = 2.057(CFS) Depth of flow - 0.298(Ft.), Average velocity - 2.190(Ft/s) Flow width (from curb towards crown)= 9.068(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 1.030(Ac.) Runoff from this stream = 2.057(CFS) Time of concentration = 12.00 min. Rainfall intensity = 2.133(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 340.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 690.000(Ft.) Top (of initial area) elevation = 93.500(Ft.) Bottom (of initial area) elevation = 85.900(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01101 s(percent)= 1.10 TC = k(0.390) * [ (length"3) / (elevation change) ] "'0.2 Initial area time of concentration = 13.128 min. Rainfall intensity = 2.030(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runof f Coef f icient = 0. 747 `� _^ s Decimal fraction soil group A= 0.000 " Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.337(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 5.500(Ac.) Runoff from this stream = 8.337(CFS) Time of concentration = 13.13 min. Rainfall intensity = 2.030(In/Hr) Summary of stream data : Stream Flow rate � TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.057 12.00 2.133 2 8.337 13.13 2.030 Largest stream flow has longer time of concentration � Qp = 8.337 + sum of Qb Ia/Ib 2.057 * 0.952 = 1.957 Qp = 10.294 Total of 2 streams to confluence: Flow rates before confluence point: 2.057 8.337 Area of streams before confluence: 1.030 5.500 � Results of confluence: Total flow rate = 10.294(CFS) Time of concentration = 13.128 min. Effective stream area after confluence = 6.530(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 342.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.700(Ft.) End of street segment elevation = 79.500(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 10.925(CFS) Depth of flow = 0.475(Ft.), Average velocity = 3.277(Ft/s) Streetflow hydraulics at midpoint of street travel: � a Halfstreet flow width = 17.936(Ft.) � --� Flow velocity = 3.28lFt/s? Travel time = 2.95 min. TC = 16.08 min. Adding area flow to street CONII�lERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil{AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.816(In/Hr) for a 10.0 year stonn Subarea runoff = 1.259(CFS) for 0.800(Ac.) Total runoff = 11.554(CFS) Total area = 7.330(Ac.) Street flow at end of street = 11.554(CFS) Half street flow at end of street = 11.554(CFS) Depth of flow = 0.483(Ft.), Average velocity = 3.322(Ft/s) Flow width (from curb towards crown)= 18.333(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.330(Ac.) Runoff from this stream = 11.554(CFS) Time of concentration = 16.08 min. Rainfall intensity = 1.816(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 341.000 to Point/Station 342.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 85.000(Ft.) Bottom (of initial area) elevation = 79.400(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00691 s(percent)= 0.69 TC = k(0.323)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.725 min. Rainfall intensity = 2.065(In/Hr) for a 10.0 year stonn APARTMENT subarea type �o � Runoff Coefficient = 0 . 839 `- � � �� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 10.920(CFS) Total initial stream area = 6.300(Ac.) Pervious area fraction = 0.200 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 10.920(CFS) Time of concentration = 12.72 min. Rainfall intensity = 2.065(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.554 16.08 1.816 2 10.920 12.72 2.065 Largest stream flow has longer time of concentration Qp = 11.554 + sum of Qb Ia/Ib 10.920 * 0.879 = 9.602 Qp = 21.156 Total of 2 streams to confluence: � Flow rates before confluence point: 11.554 10.920 Area of streams before confluence: 7.330 6.300 Results of confluence: Total flow rate = 21.156(CFS) Time of concentration = 16.078 min. Effective stream area after confluence = 13.630(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.630(Ac.) Runoff from this stream = 21.156(CFS) Time of concentration = 16.08 min. Rainfall intensity = 1.816(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 225.490 24.74 1.432 2 21.156 16.08 1.816 Largest stream flow has longer time of concentration Qp = 225.490 + sum of Qb Ia/Ib 21.156 * 0.789 = 16.691 Qp = 242.181 Total of 2 main streams to confluence: � Flow rates before confluence point: 225.490 21.156 Area of streams before confluence: 189.450 13.630 Results of confluence: Total flow rate = 242.181(CFS) Time of concentration = 24.741 min. Effective stream area after confluence = 203.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.120 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.400(Ft.) Downstream point/station elevation = 63.800(Ft.) Pipe length = 680.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 242.181(CFS) Nearest computed pipe diameter = 57.00(In.) Calculated individual pipe flow = 242.181(CFS) Nonnal f low depth in pipe = 44 . 25 ( In .) n�°` Flow top width inside pipe = 47.51(In.) Critical Depth = 52.06(In.) � Pipe flow velocity = 16.40(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 25.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.120 to Point/Station 3.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 1 Stream flow area = 203.080(Ac.) Runoff from this stream = 242.181(CFS) Time of concentration = 25.43 min. Rainfall intensity = 1.411(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 343.000 to Point/Station 345.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 425.000(Ft.) Top (of initial area) elevation = 79.500(Ft.) Bottom (of initial area) elevation = 74.400(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.01200 s(percent)= 1.20 TC = k(0.300)*[(length"3)/{elevation change))"'0.2 Initial area time of concentration = 8.178 min. Rainfall intensity = 2.633(In/Hr) for a 10.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.874 "�_ �� Decimal fraction soil group A= 0.000 "`� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.382(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.600(Ac.) Runoff from this stream = 1.382(CFS) Time of concentration = 8.18 min. Rainfall intensity = 2.633(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 345.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 79.000(Ft.) � Bottom initial area) elevation = 74.600(Ft.) Difference in elevation = 4.400(Ft.) Slope - 0.00543 s(percent)- 0.54 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.403 min. Rainfall intensity = 2.094(In/Hr) for a 10.0 year stonn ,� ~ b CONII�IERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 �. -.- Decimal fraction soil group B= 1.000 ---� — � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 9.110(CFS) Total initial stream area = 5.000{Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 9.110(CFS) Time of concentration = 12.40 min. Rainfall intensity = 2.094(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.382 8.18 2.633 � 2 9.110 12.40 2.094 Largest stream flow has longer time of concentration Qp = 9.110 + sum of Qb Ia/Ib 1.382 * 0.795 = 1.099 Qp = 10.209 Total of 2 streams to confluence: Flow rates before confluence point: 1.382 9.110 Area of streams before confluence: 0.600 5.000 Results of confluence: Total flow rate = 10.209(CFS) Time of concentration = 12.403 min. Effective stream area after confluence = 5.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 346.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.400(Ft.) End of street segment elevation = 72.500(Ft.) Length of street segment = 250.000(Ft.) � Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) n � Slope from gutter to grade break (v/hz) = 0.078 �-�� Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street /i �- v • � Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hi}ce from flowline = 1.880(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 = 10.537(CFS) Depth of flow =� 0.495(Ft.), Average velocity = 2.856(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.903(Ft.) Flow velocity = 2.86(Ft/s) '° ^ � Travel time = 1.46 min. TC = 13.86 min. �`� `�' Adding area flow to street CONII�lERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.970(In/Hr) for a 10.0 year storm Subarea runoff = 0.616(CFS) for 0.360(Ac.) Total runoff = 10.825(CFS) Total area = 5.960(Ac.) Street flow at end of street = 10.825(CFS) Half street flow at end of street = 10.825(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.875(Ft/s) Flow width {from curb towards crown)= 19.102(Ft.} � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 346.000 to Point/Station 346.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.960(Ac.} Runoff from this stream = 10.825(CFS) Time of concentration = 13.86 min. Rainfall intensity = 1.970(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 347.000 to Point/Station 348.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 820.000(Ft.) Top (of initial area) elevation = 88.100(Ft.) Bottom (of initial area) elevation = 79.500(Ft.) Difference in elevation = 8.600(Ft.) Slope = 0.01049 s(percent)= 1.05 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.927 min. Rainfall intensity = 2.245(In/Hr) for a 10.0 year stonn � CONIMERCIAL subarea type Runof f Coef f icient = 0. 871 ( , b _; y Decimal fraction soil group A= 0.000 �„ Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 ., =� RI index for soil(AMC 2} = 56.00 Penrious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.957(CFS) Total initial stream area = 1.000(Ac.) � Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 349.000 **** STREET FLOW TRAVEL TIME + SUBA.REA FLOW ADDITION **** Top of street segment elevation = 79.500(Ft.) End of street segment elevation = 72.500(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 2.739(CFS) Depth of flow = 0.323(Ft.), Average velocity = 2.320(Ft/s) � Streetflow hydraulics at midpoint of street travel: Hal f street f low width = 10 . 315 ( Ft .) �° _✓ j Flow velocity = 2.32(Ft/s) Travel time = 4.88 min. TC = 15.81 min. Adding area flow to street CONINIERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.832(In/Hr) for a 10.0 year stonn Subarea runoff = 1.271(CFS) for 0.800(Ac.) Total runoff = 3.228(CFS) Total area = 1.800(Ac.) Street flow at end of street = 3.228(CFS) Half street flow at end of street = 3.228(CFS) Depth of flow = 0.338(Ft.), Average velocity = 2.410(Ft/s) Flow width (from curb towards crown)= 11.056(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 349.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 3.228(CFS) Time of concentration = 15.81 min. Rainfall intensity = 1.832(In/Hr) =`-; Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 10.825 13.86 1.970 2 3.228 15.81 1.832 Largest stream flow has longer or shorter time of concentration Qp = 10.825 + sum of Qa Tb/Ta 3.228 * 0.877 = 2.830 Qp = 13.655 Total of 2 streams to confluence: Flow rates before confluence point: 10.825 3.228 Area of streams before confluence: 5.960 1.800 Results of confluence: Total flow rate = 13.655(CFS) Time of concentration = 13.862 min. Effective stream area after confluence = 7.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 349.000 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.760(Ac.) Runoff from this stream = 13.655(CFS) Time of concentration = 13.86 min. Rainfall intensity = 1.970(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 242.181 25.43 1.411 2 13.655 13.86 1.970 Largest stream flow has longer time of concentration Qp = 242.181 + sum of Qb Ia/Ib 13.655 * 0.716 = 9.780 Qp = 251.961 Total of 2 main streams to confluence: Flow rates before confluence point: 242.181 13.655 Area of streams before confluence: 203.080 7.760 � Results of confluence: Total flow rate = 251.961(CFS) Time of concentration = 25.432 min. Effective stream area after confluence = 210.840{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.120 to Point/Station 4.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 63.800(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 100.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 251.961(CFS? Nearest computed pipe diameter = 57.00(In.) Calculated individua,l pipe flow = 251.961(CFS) Nonnal f low depth in pipe = 43 . 78 ( In .) r' �=- --� Flow top width inside pipe = 48.11(In.) �� ' Critical Depth = 52.59(In.) Pipe flow velocity = 17.24(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 25.53 min. End of computations, total study area = 354.04 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.488 Area averaged RI index number = 56.7 � � 4 00 � A D�o � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational Hydrology_Study________Date: 10/12/O1 File:305D.out ---------- ---------------------------- TR 29305 HYDROLOGY AREA "D" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb? Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 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 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 290.000(Ft.) Top (of initial area) elevation = 140.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft.) Difference in elevation = 40.000(Ft.) Slope = 0.13793 s(percent)= 13.79 TC = k(0.530)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 7.609 min. Rainfall intensity = 2.740(In/Hr) for a 10.0 year stonn UNDEVELOPED (poor cover) subarea ^ Runoff Coefficient = 0.791 (�i�' � � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C- 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 ' � i �v._ Initial subarea runoff = 1.952(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 1.000 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 401.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 89.00OtFt.) End of street segment elevation = 84.500(Ft.) Length of street segment = 220.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.? Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 1.952(CFS) Depth of flow = 0.269(Ft.), Average velocity = 2.807(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.606 (Ft. ) 5T�'�= 1 � Flow velocity = 2.81(Ft/s) Travel time = 1.31 min. TC = 8.91 min. Adding area flow to street CONIl�IERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.511(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff =. 1.952(CFS) Total area = 0.900(Ac.) Street flow at end of street = 1.952(CFS) Half street flow at end of street = 1.952(CFS? Depth of flow = 0.269(Ft.), Average velocity = 2.807(Ft/s) Flow width (from curb towards crown)= 7.606(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area = _ 0.900(Ac.) Runoff from this stream = 1.952(CFS) Time of concentration - 8.91 min. Rainfall intensity = 2.511(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 84.500(Ft.} Difference in elevation = 4.500(Ft.) Slope = 0.00865 s(percent)= 0.87 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.303 min. Rainfall intensity = 2.104(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.750 Decimal fraction soil group A= 0.000 C Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.473(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 2.200(Ac.) Runoff from this stream = 3.473(CFS) Time of concentration = 12.30 min. Rainfall intensity = 2.104(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.952 8.91 2.511 2 3.473 12.30 2.104 Largest stream flow has longer time of concentration Qp = 3.473 + sum of Qb Ia/Ib 1.952 * 0.838 = 1.635 Qp = 5.107 Total of 2 streams to confluence: Flow rates before confluence point: 1.952 3.473 Area of streams before confluence: 0.900 2.200 . Results of confluence: Total flow rate = 5.107(CFS) � Time of concentration = 12.303 min. Effective stream area after confluence = 3.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ' 4 ' Process from Point/Station 401.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.500(Ft.) � End of street segment elevation = 82.000(Ft.) Length of street segment 480.000lFt.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 5.107(CFS) Depth of flow = 0.423(Ft.), Average velocity = 2.075(Ft/s) Streetflow hydraulics at midpoint of street travel: �._,� _� T Halfstreet flow width = 15 .313 (Ft . ) �' ` � � '- � Flow velocity = 2.07(Ft/s) Travel time = 3.86 min. TC = 16.16 min. Adding area flow to street CONID'lERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.811(In/Hr) for a 10.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 5.107(CFS) Total area = 3.100(Ac.) Street flow at end of street = 5.107(CFS) Half street flow at end of street = 5.107(CFS) Depth of flow = 0.423(Ft.), Average velocity = 2.075(Ft/s) Flow width (from curb towards crown)= 15.313(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 5.107(CFS) Time of concentration = 16.16 min. Rainfall intensity = 1.811{In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 87.500(Ft.) Bottom (of initial area) elevation = 82.000(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 � Initial area time of concentration = 14.958 min. Rainfall intensity = 1.889(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0 .739 ^ _ � Decimal fraction soil group A= 0.000 `� - Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.309(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 5.309(CFS) Time of concentration =, 14.96 min. Rainfall intensity = 1.889(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.107 16.16 1.811 2 5.309 14.96 1.889 Largest stream flow has longer or shorter time of concentration Qp = 5.309 + sum of Qa Tb/Ta 5.107 * 0.926 = 4.728 Qp = 10.037 Total of 2 streams to confluence: Flow rates before confluence point: 5.107 5.309 Area of streams before confluence: 3.100 3.800 Results of confluence: Total flow rate = 10.037(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 6.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.900(Ac.) Runoff from this stream = 10.037(CFS) -�� Time of concentration = 14.96 min. Rainfall intensity = 1.889(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area> elevation = 84.0o0(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.007 min. Rainfall intensity = 1.886(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre,Lot) Runoff Coefficient = 0.739 -� .. Decimal fraction soil group A= 0.000 ✓ � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.158(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.000(Ft.) End of street segment elevation =� 82.000(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break {v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side (s> of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.807(CFS) Depth of flow = 0.474(Ft.), Average velocity = 2.383(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17 . 771 (Ft . ) � - � Flow velocity = 2.38(Ft/s? Travel time = 2.45 min. TC = 17.46 min. � Adding area flow to street SINGLE FAMILY {1/4 Acre Lot) Runoff Coefficient = 0.731 Decimal fraction soil group A= 0.000 Deeimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 .� , Decimal fraction soil group D= 0.000 �`"- RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 � Rainfall intensity = 1.735(In/Hr) for a 10.0 year storm Subarea runoff = 4.818(CFS) for 3.800(Ac.) Total runoff = 9.976(CFS) Total area = 7.500(Ac.) Street flow at end of street = 9.976(CFS) Half street flow at end of street = 9.976(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 406.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.500(Ac.) Runoff from this stream = 9.976(CFS) Time of concentration = 17.46 min. Rainfall intensity = 1.735(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 10.037 14.96 1•889 2 9.976 17.46 1.735 Largest stream flow has longer or shorter time of concentration Qp = 10.037 + sum of Qa Tb/Ta 9.976 * 0.857 = 8.549 Qp = 18.586 Total of 2 streams to confluence: Flow rates before confluence point: 10.037 9.976 Area of streams before confluence: 6.900 7.500 Results of confluence: Total flow rate = 18.586(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 14.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 4.020 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.000(Ft.) Downstream point/station elevation = 69.500(Ft.) � Pipe length = 610.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow - 18.586(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 18.586(CFS) ��p � Nonnal flow depth in pipe = 15.38(In.) — �a Flow top width inside pipe = 23.03(In.) Critical Depth = 18.62(In.) Pipe flow velocity = 8.74(Ft/s) Travel time through pipe = 1.16 min. � Time of concentration (TC) = 16.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.400(Ac.) Runoff from this stream = 18.586(CFS) Time of concentration = 16.12 min. Rainfall intensity = 1.813(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.886(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.739 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1. 000 �--: _:�=? � Decimal fraction soil group C= 0.000 ' Decimal fraction soil group D= 0. 000 `r� = �: �� -'' RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 15.00 min. Rain intensity = 1.89(In/Hr) Total area = 118.00(Ac.) Total runoff = 175.50(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.010 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.200(Ft.) Downstream point/station elevation = 70.200(Ft.) Pipe length = 750.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 175.500(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 175.500(CFS) Normal flow depth in pipe = 40.97(In.) Flow top width inside pipe = 46 .21 (In. ) ��'� Critical Depth = 46.15(In.) Pipe flow velocity = 13.56(Ft/s) Travel time through pipe = 0.92 min. Time of concentration (TC) = 15.92 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.010 **** CONFLUENCE OF MINOR STREAMS **** • ,, Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 118.000(Ac.) Runoff from this stream = 175.500(CFS) Time of concentration = 15.92 min. � Rainfall intensity = 1.825(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 84.900(Ft.) Bottom (of initial area) elevation = 79.400(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00775 s(percent)= 0.77 TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 10.960 min. Rainfall intensity = 2.242(In/Hr) for a 10.0 year storm CONII�lERCIAL subarea type Runof f Coef f icient = 0. 871 �- S Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.953(CFS) Total initial stream area = 1.000(Ac.) � Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 1.953(CFS) Time of concentration = 10.96 min. Rainfall intensity = 2.242(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 175.500 15.92 1.825 2 1.953 10.96 2•242 Largest stream flow has longer time of concentration Qp - 175.500 + sum of Qb Ia/Ib 1.953 * 0.814 = 1.591 Qp = 177.091 � Total of 2 streams to confluence: Flow rates before confluence point: 175.500 1.953 Area of streams before confluence: 118.000 1.000 Results of confluence: Total flow rate = 177.091(CFS) Time of concentration = 15.922 min. Effective stream area after confluence = 119.000(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** PIPEFLOW TR.AVEL TIME (User specified size) **** Upstream point/station elevation = 70.200(Ft.) Downstream point/station elevation = 69.500(Ft.) Pipe length = 130.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 177.091(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 177.091(CFS) Normal flow depth in pipe = 38.95(In.) Flow top width inside pipe = 71.76(In.) �;� � Critical Depth = 43.54(In.} Pipe flow velocity = 11.35(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 16.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: . In Main Stream number: 2 Stream flow area = 119.000(Ac.) Runoff from this stream = 177.091(CFS) Time of concentration = 16.11 min. Rainfall intensity = 1.814(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS? (min) (In/Hr) 1 18.586 16.12 1.813 2 177.091 16.11 1.814 Largest stream flow has longer or shorter time of concentration Qp = 177.091 + sum of Qa Tb/Ta 18.586 * 0.999 = 18.576 Qp = 195.666 Total of 2 main streams to confluence: Flow rates before confluence point: 18.586 177.091 Area of streams before confluence: 14.400 119.000 � Results of confluence: Total flow rate = 195.666(CFS) Time of concentration = 16.113 min. Effective stream area after confluence = 133.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.030 **** PIPEFLOW TR.AVEL TIME (User specified size) **** � Upstream point/station elevation = 69.500(Ft.) Downstream point/station elevation = 66.600(Ft.) Pipe length = 540.00(Ft.) Mannirig's N= 0.013 No. of pipes = 1 Required pipe flow = 195.666(CFS} Given pipe size = 78.00(In.) Calculated individual pipe flow = 195.666(CFS) Normal flow depth in pipe = 39.42(In.) Flow top width inside pipe = 78.00(In.) �'� _ Critical Depth = 44.79(In.) Pipe flow velocity = 11.63(Ft/s) Travel time through pipe = 0.77 min. Time of concentration (TC) = 16.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 133.400(Ac.) Runoff from this stream = 195.666(CFS) Time of concentration = 16.89 min. Rainfall intensity = 1.767(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 410.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 79.100(Ft.) Bottom (of initial area) elevation = 76.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 . Initial area time of concentration = 11.184 min. Rainfall intensity = 2.217(In/Hr) for a 10.0 year stonn CONII�IERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 D-� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.448(CFS) Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.750(Ac.) Runoff from this stream = 1.448(CFS) Time of concentration = 11.18 min. Rainfall intensity = 2.217(In/Hr) � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 195.666 16.89 1.767 2 1.448 11.18 2.217 Largest stream flow has longer time of concentration Qp = 195.666 + sum of Qb Ia/Ib 1.448 * 0.797 = 1.155 Qp = 196.821 Total of 2 streams to confluence: Flow rates before confluence point: 195.666 1.448 Area of streams before confluence: 133.400 0.750 Results of confluence: Total flow rate = 196.821(CFS) Time of concentration = 16.887 min. Effective stream area after confluence = 134.150(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.050 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.600(Ft.) Downstream point/station elevation = 66.000(Ft.) Pipe length = 120.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 196.821(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 196.821(CFS) Normal flow depth in pipe = 40.41(In.} Flow top width inside pipe = 77.95(In.) c , I �� Critical Depth = 44.91(In.} '-- Pipe flow velocity = 11.34(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 17.06 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 134.150(Ac.) � Runoff from this stream = 196.821(CFS) Time of concentration = 17.06 min. Rainfall intensity - 1.757(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 850.000(Ft.} Top (of initial area) elevation = 86.000(Ft.) Bottom (of initial area) elevation = 80.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00706 s(percent)= 0.71 TC = k(0.390)*[(length�3)/(elevation change))�0.2 Initial area time of concentration = 15.599 min. Rainfall intensity = 1.846(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 Decimal fraction soil group A= 0. 000 .�i -? Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.715(CFS) Total initial stream area = 4.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 412.000 to Point/Station 412.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 5.715(CFS) Time of concentration = 15.60 min. Rainfall intensity = 1.846(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 414.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 86.600(Ft.) Bottom (of initial area) elevation = 80.000(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00880 s(percent}= 0.88 TC = k(0.390)*((length"'3)/(elevation change)]"0.2 Initial area time of concentration = 14.197 min. Rainfall intensity = 1.944(In/Hr) for a 10.0 year stornl SINGLE FAMILY (1/4 Acre Lot} Runoff Coefficient = 0.742 �_ o Decimal fraction soil group A= 0.000 0 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.485(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 5.485(CFS) Time of concentration = 14.20 min. Rainfall intensity = 1.944 (In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.715 15.60 1.846 2 5.485 14.20 1.944 Largest stream flow has longer time of concentration Qp = 5.715 + sum of Qb Ia/Ib 5.485 * 0.950 = 5.208 Qp = 10.924 Total of 2 streams to confluence: Flow rates before confluence point: 5.715 5.485 Area of streams before confluence: 4.200 3.800 � Results of confluence: Total flow rate = 10.924(CFS) Time of concentration = 15.599 min. Effective stream area after confluence = 8.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station �4.040 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 75.000(Ft.) Downstream point/station elevation = 67.300(Ft.) Pipe length = 660.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 10.924(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.924(CFS) Normal flow depth in pipe = 14.18(In.) Flow top width inside pipe = 14.72 (In. ) �� rv � Critical Depth = 15.20(In.) Pipe flow velocity = 7.31(Ft/s) Travel time through pipe = 1.50 min. Time of concentration (TC) = 17.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.040 to Point/Station 4.040 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 8.000(Ac.) Runoff from this stream = 10.924(CFS) Time of concentration = 17.10 min. Rainfall intensity = 1.755(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 83.500(Ft.} Bottom (of initial area) elevation = 76.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.00680 s(percent)= 0.68 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 16.771 min. Rainfall intensity = 1.774(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.733 Decimal fraction soil group A= 0.000 ^� Decimal fraction soil group B= 1.000 '� � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.411(CFS) Total initial stream area = 5.700(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 5.700(Ac.) Runoff from this stream = 7.411(CFS) Time of concentration = 16.77 min. Rainfall intensity = 1.774(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.924 17.10 1.755 2 7.411 16.77 1.774 Largest stream flow has longer time of concentration Qp = 10.924 + sum of Qb Ia/Ib 7.411 * 0.989 = 7.332 Qp = 18.256 Total of 2 streams to confluence: Flow rates before confluence point: � 10.924 7.411 Area of streams before confluence: 8.000 5.700 Results of confluence: Total flow rate = 18.256(CFS) Time of concentration = 17.103 min. Effective stream area after confluence = 13.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 4.040 to Point/Station 4.050 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 67.300(Ft.) Downstream point/station elevation = 66.000(Ft.) Pipe length = 100.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 18.256(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow - 18.256(CFS) Normal flow depth in pipe = 17.44(In.) r I � ; Flow top width inside pipe = 15.76(In.) -- Critical Depth = 18.62(In.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 17.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.700(Ac.) Runoff from this stream = 18.256(CFS) � Time of concentration = 17.30 min. Rainfall intensity = 1.744(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS} (min) (In/Hr) 1 196.821 17.06 1.757 2 18.256 17.30 1.744 Largest stream flow has longer or shorter time of concentration Qp = 196.821 + sum of Qa Tb/Ta 18.256 * 0.986 = 18.008 4P = 214.829 Total of 2 main streams to confluence: Flow rates before confluence point: 196.821 18.256 Area of streams before confluence: 134.150 13.700 Results of confluence: Total flow rate = 214.829(CFS) � Time of concentration = 17.063 min. - Effective stream area after confluence 147.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.060 **** PIPEFLOW TR.AVEL TIME (User specified size) **** Upstream point/station elevation = 66.000(Ft.) Downstream point/station elevation = 63.000(Ft.) � Pipe length = 580.00{Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow 214.829(CFS) Given pipe size = 78.00(In.? Calculated individual pipe flow = 214.829(CFS) _ Normal flow depth in pipe = 42.19(In.) Flow top width inside pipe = 77.74(In.) �',' _ Critical Depth = 46.98(In.) Pipe flow velocity = 11.73(Ft/s) Travel time through pipe = 0.82 min. Time of concentration (TC) = 17.89 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 147.850(Ac.) Runoff from this stream = 214.829(CFS) Time of concentration = 17.89 min. Rainfall intensity = 1.712(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 72.700(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00508 s(percent)= 0.51 TC = k(0.300) * [ (length"'3? / (elevation change) ] "'0.2 Initial area time of concentration = 11.368 min. Rainfall intensity = 2.197(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0. 000 �'- !� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.531(CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 +++++++++++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 418.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.800(Ac.) Runoff from this stream = 1.531(CFS) Time of concentration = 11.37 min. � a Rainfall intensity = 2.197(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) {In/Hr) 1 214.829 17.89 1.712 2 1.531 11.37 2.197 Largest stream flow has longer time of concentration Qp = 214.829 + sum of Qb Ia/Ib 1.531 * 0.779 = 1.193 Qp - 216.022 Total of 2 streams to confluence: Flow rates before confluence point: 214.829 1.531 Area of streams before confluence: 147.850 0.800 Results of confluence: Total flow rate = 216.022(CFS) Time of concentration = 17.887 min. Effective stream area after confluence = 148.650(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.070 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.000(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 110.00(Ft.? Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 216.022(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 216.022(CFS) Normal flow depth in pipe = 41.63(In.) j-�� Flow top width inside pipe = 77.82(In.) Critical Depth = 47.10(In.) Pipe flow velocity = 11.99(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 18.04 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 148.650(Ac.) Runoff from this stream = 216.022(CFS) Time of concentration = 18.04 min. Rainfall intensity = ,1.704(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.408tIn/Hr) for a 10.0 year stonn .,. SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.708 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0. 000 ��: � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 25.53 min. Rain intensity = 1.41(In/Hr} Total area = 354.04(Ac.) Total runoff = 251.96(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 354.040(Ac.) Runoff from this stream = 251.960(CFS) Time of concentration = 25.53 min. Rainfall intensity = 1.408(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 216.022 18.04 1.704 � 2 251.960 25.53 1.408 Largest stream flow has longer time of concentration Qp = 251.960 + sum of Qb Ia/Ib 216.022 * 0.826 = 178.462 Qp = 430.422 Total of 2 streams to confluence: Flow rates before confluence point: 216.022 251.960 Area of streams before confluence: 148.650 354.040 Results of confluence: Total flow rate = 430.422(CFS) Time of concentration = 25.530 min. Effective stream area after confluence = 502.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.080 **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = 62.400(Ft.) Downstream point elevation = 59.200(Ft.) Channel length thru subarea = 638.000(Ft.) � Channel base width = 9.500(Ft.) Slope or �Z� of left channel bank = 0.000 Slope or 'Z' of right channel bank = 0.000 r ,� P � Manning�s 'N' = 0.015 � Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 430.422(CFS) Depth of flow = 3.890(Ft.), Average velocity = 11.646(Ft/s) Channel flow top width = 9.500(Ft.) Flow Velocity = 11.65(Ft/s) � Travel time = 0.91 min. Time of concentration = 26.44 min. j�l° ` Sub-Channel No. 1 Critical depth = 4.000(Ft.) � � ' Critical flow top width = 9.500(Ft.; � � � Critical flow velocity= 11.327(Ft/s) � ' � Critical flow area = 38.000(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 502.690(Ac.) Runoff from this stream = 430.422(CFS) Time of concentration = 26.44 min. Rainfall intensity = 1.381(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 419.000 to Point/Station 421.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 82.000(Ft.) Bottom (of initial area) elevation = 79.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00652 s(percent?= 0.65 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.536 min. Rainfall intensity = 2.420(In/Hr) for a 10.0 year stonn CONIl�lERCIAL subarea type Runoff Coefficient = 0.873 T � Decimal fraction soil group A= 0.000 V Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soiltAMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.331(CFS) Total initial stream area = 0.630(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 421.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 0.630(Ac.) Runoff from this stream = 1.331(CFS) Time of concentration = 9.54 min. Rainfall intensity = 2.420(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 420.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 855.000(Ft.) Top (of initial area) elevation = 84.900(Ft.) Bottom (of initial area) elevation = 79.000(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00690 s(percent)= 0.69 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.082 min. Rainfall intensity = 2.125(In/Hr) for a 10.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 '-'~ �✓ � - Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.034(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 421.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.100(Ac.) Runoff from this stream = 2.034(CFS) Time of concentration = 12.08 min. Rainfall intensity = 2.125(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.331 9.54 2.420 2 2.034 12.08 2.125 Largest stream flow has longer time of concentration Qp = 2.034 + sum of Qb Ia/Ib 1.331 * 0.878 = 1.168 4P = 3.202 Total of 2 streams to confluence: Flow rates before confluence point: 1.331 2.034 � Area of streams before confluence: 0.630 1.100 Results of confluence: Total flow rate = 3.202(CFS) Time of concentration = 12.082 min. Effective stream area after confluence = 1.730(Ac.) / r, r � +f"f'+++i�++�f-++++++++++++++t++++++++++�F++++++++++++++++++++++t+++++++ t t++ Process from Point/Station 421.000 to Point/Station 422.000 � **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 79.000(Ft.) End of street segment elevation = 69.100(Ft.) Length of street segment = 1980.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 35.000(Ft.) Distance from crown to crossfall grade break = 33.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) _� 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000{Ft.) Gutter hike from flowline = 1.900(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 = 5.609(CFS) Depth of flow = 0.439(Ft.), Average velocity = 2.090(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.016{Ft.) _ -�� Flow velocity = 2.09(Ft/s) Travel time = 15.79 min. TC = 27.87 min. Adding area flow to street � CONII�lERCIAL subarea type Runoff Coefficient = 0.861 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.342{In/Hr) for a 10.0 year stonn Subarea runoff = 3.002(CFS] for 2.600(Ac.) Total runoff = 6.204(CFS) Total area = 4.330(Ac.) Street flow at end of street = 6.204(CFS) Half street flow at end of street = 6.204(CFS) Depth of flow = 0.452(Ft.?, Average velocity = 2.142(Ft/s) Flow width (from curb towards crown)= 16.667(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 422.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.330(Ac.) Runoff from this stream = 6.204(CFS) Time of concentration = 27.87 min. Rainfall intensity = 1.342(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 424.000 **** INITIAL AREA EVALUATION **** . �. _ Initial area flow distance = 610.000(Ft.) Top (of initial area) elevation = 72.100(Ft.) Bottom (of initial area} elevation = 69.100(Ft.) � Difference in elevation = 3.000(Ft.) Slope = 0.00492 s(percent)= 0.49 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 11.295 min. Rainfall intensity = 2.205(In/Hr) for a 10.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.871 ^ ,� Decimal fraction soil group A= 0.000 �- -�'"' Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.728(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 224.000 to Point/Station 224.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.900(Ac.) Runoff from this stream = 1.728(CFS) � Time of concentration = 11.30 min. Rainfall intensity = 2.205(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.204 27.87 1.342 2 1.728 11.30 2.205 Largest stream flow has longer time of concentration Qp = 6.204 + sum of Qb Ia/Ib 1.728 * 0.609 = 1.052 Qp = 7.256 Total of 2 streams to confluence: Flow rates before confluence point: 6.204 1.728 Area of streams before confluence: 4.330 0.900 Results of confluence:. Total flow rate = 7.256(CFS) Time of concentration = 27.870 min. Effective stream area after confluence = 5.230(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 424.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.230(Ac.) Runoff from this stream = 7.256(CFS) Time of concentration = 27.87 min. Rainfall intensity = 1.342(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 430.422 26.44 1.381 2 7.256 27.87 1.342 Largest stream flow has longer or shorter time of concentration Qp - 430.422 + sum of Qa Tb/Ta 7.256 * 0.949 = 6.884 Qp = 437.307 Total of 2 main streams to confluence: Flow rates before confluence point: 430.422 7.256 Area of streams before confluence: 502.690 5.230 Results of confluence: Total flow rate = 437.307(CFS) Time of concentration = 26.443 min. Effective stream area after confluence = 507.920(Ac.) End of computations, total study area = 507.92 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction{Ap) = 0.495 Area averaged RI index number = 56.0 �oo ;• � �� . � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � -_-_____ Rational Hydrology Study________Date__06/12/O1 File:305E.out ----------------- ----------------------- TR 29305 HYDROLOGY AREA "E" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 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 = 0.880tIn/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 71.000(Ft.) Bottom (of initial area) elevation = 59.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01200 s(percent)= 1.20 TC = k (0.300) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 11.516 min. Rainfall intensity = 2.182(In/Hr) for a 10.0 year storm CONII�lERCIAL subarea type Runoff Coefficient = 0.871 � _� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 14.437(CFS) Total initial stream area = 7.600(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 5.000 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.000(Ft.) Downstream point/station elevation = 53.100(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 14.437(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.437(CFS) Nonnal flow depth in pipe = 13.50(In.) Flow top width inside pipe = 20.12(In.) �� Critical Depth = 16.91(In.) Pipe flow velocity = 8.84(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 11.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 775.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) � Bottom (of initial area) elevation = 56.000(Ft.) Difference in elevation = 6.000{Ft.) Slope = 0.00774 s(percent)= 0.77 TC = k(0.323)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.222 min. Rainfall intensity = 2.111(In/Hr) for a 10.0 year storn► APARTMENT subarea type Runoff Coefficient = 0.851 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 8.440(CFS) Total initial stream area = 4.700(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 56.000(Ft.) End of street segment elevation = 53.000(Ft.) � Length of street segment = 400.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) - 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 �'� " --, = Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.} � Gutter hike from flowline = 1.880(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 = 12.839(CFS) Depth of flow = 0.529(Ft.), Average velocity = 2.930(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.44(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.93(Ft/s? — _ Travel time = 2.28 min. TC = 14.50 min. -- - Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.847 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 = 0.200; Impervious fraction = 0.800 Rainfall intensity = 1.922(In/Hr) for a 10.0 year storm Subarea runoff = 7.978(CFS) for 4.900(Ac.) Total runoff = 16.417(CFS) Total area = 9.600(Ac.) � Street flow at end of street = 16.417(CFS) Half street flow at end of street = 16.417(CFS) Depth of flow = 0.568(Ft.), Average velocity = 3.125(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.39(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 5.010 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 48.000(Ft.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 330.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 16.417(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.417(CFS) Normal flow depth in pipe = 18.00(In.) Flow top width inside pipe = 14 . 70 ( In. ) �" �� F Critical Depth = 17.90(In.) Pipe flow velocity = 7.49(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 15.23 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.600(Ac.) Runoff from this stream = 16.417(CFS) Time of concentration = 15.23 min. � Rainfall intensity = 1.870(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 506.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 925.000(Ft.) Top (of initial area> elevation = 54.300(Ft.) Bottom (of initial area) elevation = 48.800(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00595 s(percent)= 0.59 TC = k(0.390?*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 16.698 min. Rainfall intensity = 1.778(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0 .760 � - 4 ..- . 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 = 0.500; Impezvious fraction = 0.500 Initial subarea runoff = 6.625(CFS) Total initial stream area = 4.900(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 5.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** � Upstream point/station elevation = 45.100(Ft.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 45.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.625(CFS) Nearest computed pipe diameter = 18.00(In.? Calculated individual pipe flow = 6.625(CFS) �,� ` Normal flow depth in pipe = 10.77(In.) ��— Flow top width inside pipe = 17.65(In.) Critical Depth = 11.94{In.) Pipe flow velocity = 6.00(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 16.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 � Stream flow area = 4.900(Ac.) Runoff from this stream = 6.625(CFS) Time of concentration = 16.82 min. Rainfall intensity = 1.771(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 16.417 15.23 1.870 2 6.625 16.82 1.771 Largest stream flow has longer or shorter time of concentration Qp = 16.4i7 + sum of Qa Tb/Ta 6.625 * 0.905 = 5.999 Qp = 22.416 Total of 2 streams to confluence: Flow rates before confluence point: 16.417 6.625 Area of streams before confluence: 9.600 4.900 Results of confluence: Total flow rate = 22.416(CFS) Time of concentration = 15.232 min. Effective stream area after confluence = 14.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.020 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 44.700(Ft.) � Downstream point/station elevation = 42.300(Ft.) Pipe length 40.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 22.416(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 22.416(CFS) Nonnal flow depth in pipe = 13.01(In.) Flow top width inside pipe = 16.12(In.) �lP � Critical depth could not be calculated. ` Pipe flow velocity = 16.41(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 50.300(Ft.) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01056 s(percent)= 1.06 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.391 min. Rainfall intensity = 2.008(In/Hr) for a 10.0 year storn► � SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 = - S 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 = 0.500; Impenrious fraction = 0.500 Initial subarea runoff = 2.138(CFS) Total initial stream area = 1.380(Ac.} � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 1.380(Ac.) Runoff from this stream = 2.138(CFS) Time of concentration = 13.39 min. Rainfall intensity = 2.008(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 535.000(Ft.? Top (of initial area) elevation = 46.800 (Ft. ) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00748 s(percent)= 0.75 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.813 min. � Rainfall intensity = 2.057(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 � -� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.783(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.120(Ac.} Runoff from this stream = 1.783(CFS) Time of concentration = 12.81 min. Rainfall intensity = 2.057(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity � No. (CFS} (min) (In/Hr) 1 2.138 13.39 2.008 2 1.783 12.81 2.057 Largest stream flow has longer time of concentration Qp - 2.138 + sum of Qb Ia/Ib 1.783 * 0.976 = 1.741 � Qp - 3.879 Total of 2 streams to confluence: Flow rates before confluence point: 2.138 1.783 Area of streams before confluence: 1.380 1.120 Results of confluence: Total flow rate = 3.879{CFS) Time of concentration = 13.391 min. Effective stream area after confluence = 2.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.500(Ac.) Runoff from this stream = 3.879(CFS) Time of concentration = 13.39 min. Rainfall intensity = 2.008(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 512.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft:) Top (of initial area) elevation = 50.500(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 14.385 min. Rainfall intensity = 1.930(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 ` -� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.521(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 . ��k Stream flow area = 1.700(Ac.) Runoff from this stream = 2.521(CFS) Time of concentration = 14.38 min. Rainfall intensity = 1.930(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 520.000(Ft.? Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 3.800(Ft.) Slope = 0.00731 s(percent)= 0.73 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.727 min. Rainfall intensity = 2.065(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runof f Coef f icient = 0. 774 �,_- -�� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.078(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.300(Ac.) Runoff from this stream = 2.078(CFS) Time of concentration = 12.73 min. Rainfall intensity = 2.065(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.521 14.38 1.930 2 2.078 12.73 2.065 Largest stream flow has longer time of concentration Qp = 2.521 + sum of Qb Ia/Ib 2.078 * 0.935 = 1.943 Qp = 4.464 � Total of 2 streams to confluence: Flow rates before confluence point: 2.521 2.078 Area of streams before confluence: 1.700 1.300 Results of confluence: ,� C �. Total flow rate = 4.464(CFS) Time of concentration = 14.385 min. Effective stream area after confluence = 3.000(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 4.464(CFS) Time of concentration = 14.38 min. Rainfall intensity = 1.930(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.879 13.39 2.008 2 4.464 14.38 1.930 Largest stream flow has longer time of concentration Qp - 4.464 + sum of Qb Ia/Ib 3.879 * 0.961 = 3.729 Qp - 8.193 � Total of 2 main streams to confluence: Flow rates before confluence point: 3.879 4.464 Area of streams before confluence: 2.500 3.000 Results of confluence: Total flow rate = 8.193(CFS) Time of concentration = 14.385 min. Effective stream area after confluence = 5.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 5.030 **** PIPEFLOW TRAVEL TIME (Program estimated size} **** Upstream point/station elevation = 39.600(Ft.) Downstream point/station elevation = 37.000(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.193(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.193(CFS) Normal flow depth in pipe = 8.46(In.) Flow top width inside pipe = 14.88(In.) Y1� � Critical Depth = 13.49(In.) � Pipe flow velocity = 11.49(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 14.47 min. _ i� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 775.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00645 s(percent)= 0.65 TC = k(0.390) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 15.306 min. Rainfall intensity = 1.866(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.765 � -a 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 Penrious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.969(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 516.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 40.100(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.OtIn.) Width of half street (curb to crown} = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz? = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 2.540(CFS) Depth of flow = 0.349(Ft.), Average velocity = 1.729(Ft/s) Streetflow hydraulics at midpoint of street travel: �_, Halfstreet flow width = 11.631(Ft.) -- �� Flow velocity = 1.73(Ft/s) Travel time = 3.28 min. TC = 18.58 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 � 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 = 0.500; Impervious fraction = 0.500 - i • � � � Rainfall intensity = 1.677(In/Hr) for a 10.0 year storm Subarea runoff = 1.012(CFS) for 0.800(Ac.) Total runoff = 2.981(CFS) Total area = 2.180(Ac.) Street flow at end of street = 2.981(CFS) � Half street flow at end of street = 2.981(CFS) Depth of flow = 0.365(Ft.), Average velocity = 1.795(Ft/s) Flow width (from curb towards crown)= 12.426(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.180(Ac.? Runoff from this stream = 2.981(CFS) Time of concentration = 18.58 min. Rainfall intensity = 1.677(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 515.000 to Point/Station 516.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.? Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 40.100(Ft.) Difference in elevation = 4.100(Ft.? Slope = 0.00683 s(percent)= 0.68 � TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 13.658 min. Rainfall intensity = 1.986(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runof f Coef ficient = 0. 771 �- � � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.429(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.240(Ac.) Runoff from this stream = 3.429(CFS) Time of concentration = 13.66 min. Rainfall intensity = 1.986(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.981 18.58 1.677 2 3.429 13.66 1.986 Largest stream flow has longer or shorter time of concentration Qp = 3.429 + sum of � Qa T'b/Ta 2.981 * 0.735 = 2.191 Qp = 5.620 Total of 2 streams to confluence: Flow rates before confluence point: 2.981 3.429 Area of streams before confluence: 2.180 2.240 Results of confluence: Total flow rate = 5.620(CFS) Time of concentration = 13.658 min. Effective stream area after confluence = 4.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 5.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.000(Ft.) Downstream point/station elevation = 33.000(Ft.) Pipe length = 300.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 5.620(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.620(CFS) � Normal flow depth in pipe = 13.50(In.) �� Flow top width inside pipe = 9.00(In.) .,� ` Critical Depth = 11.52(In.) Pipe flow velocity = 4.83(Ft/s) Travel time through pipe = 1.03 min. Time of concentration (TC) = 14.69 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 4.420(Ac.) Runoff from this stream = 5.620(CFS) Time of concentration = 14.69 min. Rainfall intensity = 1.908(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 518.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) � Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00667 s(percent)- 0.67 TC = k(0.390) * [ (length"3) / (elevation change) ] "'0.2 �- �� Initial area time of concentration = 15.007 min. Rainfall intensity = 1.886(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.993(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 518.000 to Point/Station 519.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 38.600(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line tv/hz) = 0.020 Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.900(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 = 3.250(CFS) Depth of flow = 0.376(Ft.), Average velocity = 1.833(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.864(Ft.) � -�� Flow velocity = 1.83(Ft/s) Travel time = 5.82 min. TC = 20.83 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.748 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.575(In/Hr} for a 10.0 year storm Subarea runoff = 2.051(CFS) for 1.740(Ac.) Total runoff = 4.044(CFS) Total area = 3.120(Ac.) Street flow at end of str•eet = 4.044(CFS) Half street flow at end of street = 4.044(CFS) Depth of flow = 0.399(Ft.), Average velocity = 1.931(Ft/s) Flow width (from curb towards crown)= 14.055(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 519.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.120(Ac.) Runoff from this stream = 4.044(CFS) � Time of concentration = 20.83 min. Rainfall intensity = 1.575(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.620 14.69 1.908 2 4.044 20.83 1.575 Largest stream flow has longer or shorter time of concentration Qp - 5.620 + sum of Qa Tb/Ta . 4.044 * 0.705 = 2.853 Qp - 8.473 Total of 2 streams to confluence: Flow rates before confluence point: 5.620 4.044 Area of streams before confluence: 4.420 3.120 Results of confluence: Total flow rate = 8.473(CFS) Time of concentration = 14.693 min. Effective stream area after confluence = 7.540(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 33.000(Ft.) Downstream point/station elevation = 30.900(Ft.) Pipe length = 575.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.473(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.473(CFS) Normal flow depth in pipe = 15.35(In.) Flow top width inside pipe = 18.62(In.) :-,� Critical Depth = 12.98(In.) �' E Pipe flow velocity = 4.50(Ft/s) Travel time through pipe = 2.13 min. Time of concentration tTC) = 16.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 7.540(Ac.) � Runoff from this stream = 8.473(CFS) Time of concentration = 16.83 min. Rainfall intensity = 1.771(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 520.000 to Point/Station 521.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 860.000{Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 38.600(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00651 s(percent)= 0.65 TC = k(0.390?*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.927 min. Rainfall intensity = 1.825(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runof f Coef ficient = 0. 763 .� -;�-�- 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.785(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 38.600(Ft.) End of street segment elevation = 35.700(Ft.) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break {v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.221lCFS) Depth of flow = 0.354(Ft.), Average velocity = 1.729(Ft/s) Streetflow hydraulics at midpoint of street travel: ,- �_ Halfstreet flow width = 11.797(Ft.) �-�� Flow velocity = 1.73(Ft/s} Travel time = 5.69 min. TC = 21.61 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.746 � 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 = 0.500; Impervious fraction = 0.500 ; � Rainfall intensity = 1.543(In/Hr) for a 10.0 year stonn Subarea runoff = 4.031(CFS) for 3.500(Ac.) Total runoff = 6.815(CFS) Total area = 5.500(Ac.) Street flow at end of street = 6.815lCFS) � Half street flow at end of street = 3.408(CFS) Depth of flow = 0.382(Ft.), Average velocity = 1.842(Ft/s) Flow width (from curb towards crown)= 13.160(Ft.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 522.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.500(Ac.) Runoff from this stream = 6.815(CFS) Time of concentration = 21.61 min. Rainfall intensity = 1.543(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min} (In/Hr) 1 8.473 16.83 1.771 2 6.815 21.61 1.543 Largest stream flow has longer or shorter time of concentration Qp = 8.473 + sum of Qa Tb/Ta � 6.815 * 0.778 = 5.305 4P = 13.778 Total of 2 streams to confluence: Flow rates before confluence point: 8.473 6.815 Area of streams before confluence: 7.540 5.500 Results of confluence: Total flow rate = 13.778(CFS) Time of concentration = 16.825 min. Effective stream area after confluence = 13.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.900(Ft.) Downstream point/station elevation = 28.800(Ft.) Pipe length = 145.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 13.778(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.778(CFS) Normal flow depth in pipe = 13.22(In.) � Flow top width inside pipe = 20.28(In.) �� C Critical Depth = 16.55(In.) Pipe flow velocity = 8.63(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 17.10 min. End of computations, total study area = 40.64 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.354 � Area averaged RI index number = 61.3 � � � ��0 � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational Hydrology_Study________Date__10/16/O1 File:305F.out ---------- ----------------------- TR 29305 HYDROLOGY AREA "F" 10 YEAR STORM �'N 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 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) Stonn 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 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 64.600(Ft.) Difference in elevation = 13.900(Ft.) Slope = 0.01390 s(percent)= 1.39 TC = k(0.390)*((length"3)/televation change)]"0.2 Initial area time of concentration = 14.537 min. Rainfall intensity = 1.919(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.741 � � Decimal fraction soil group A= 0.000 ' � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 � =% _. Initial subarea runoff = 8.391(CFS) Total initial stream area = 5.900(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 64.600(Ft.) End of street segment elevation = 63.600(Ft.) Length of street segment = 160.000(Ft.) Height of curb above gutter flowline = 6.0(Tn.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 8.463(CFS) Depth of flow = 0.477(Ft.), Average velocity = 2.514(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.027(Ft.) �- � � Flow velocity = 2.51(Ft/s) Travel time = 1.06 min. TC = 15.60 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.846(In/Hr) for a 10.0 year stonn Subarea runoff = 0.160(CFS) for 0.100(Ac.) Total runoff = 8.552(CFS) Total area = 6.000(Ac.) Street flow at end of street = 8.552(CFS) Half street flow at end of street = 8.552(CFS) Depth of flow = 0.479(Ft.), Average velocity = 2.520(Ft/s) Flow width (from curb towards crown)= 18.101(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 6.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 58.100(Ft.) � Downstream point/station elevation = 54.600(Ft.) Pipe length 180.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 8.552(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.552(CFS) Pln ` Normal flow depth in pipe = 11.67(In.) r � Flow top width inside pipe = 12.47(In.? Critical Depth = 13.67(In.) Pipe flow velocity = 8.35(Ft/s) Travel time through pipe = 0.36 min. � Time of concentration (TC) = 15.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.000(Ac.) Runoff from this stream = 8.552(CFS) Time of concentration = 15.96 min. Rainfall intensity = 1.823(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 70.600(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.00582 s(percent)= 0.58 � TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 16.658 min. Rainfall intensity = 1.781(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.733 �-?, Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.051(CFS) Total initial stream area = 5.400(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.400(Ac.) Runoff from this stream = 7.051(CFS) Time of concentration = 16.66 min. Rainfall intensity = 1.781(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** � ^. �_ - Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 79.000(Ft.� Bottom (of initial area) elevation = 63.200(Ft.) Difference in elevation = 15.800(Ft.) � Slope = 0.03950 s(percent)= 3.95 TC = k(0.300)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 6.290 min. Rainfall intensity = 3.042(In/Hr) for a 10.0 year stonn CONII�IERCIAL subarea type r-_ �, Runoff Coefficient = 0.877 � • Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.747(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.747(CFS) Time of concentration = 6.29 min. � Rainfall intensity = 3.042(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.051 16.66 1.781 2 0.747 6.29 3.042 Largest stream flow has longer time of concentration Qp = 7.051 + sum of Qb Ia/Ib 0.747 * 0.585 = 0.437 4P = 7.488 Total of 2 streams to confluence: Flow rates before confluence point: 7.051 0.747 Area of streams before confluence: 5.400 0.280 Results of confluence: Total flow rate = 7.488(CFS) Time of concentration = 16.658 min. Effective stream area after confluence = 5.680(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 606.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.200(Ft.) '� ^ _ End of street segment elevation = 60.400(Ft.) Length of street segment = 215.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) � Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000tFt.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.580(CFS) Depth of flow = 0.417(Ft.), Average velocity = 3.231(Ft/s) Streetflow hydraulics at midpoint of street travel: �_ Halfstreet flow width = 14.925 (Ft. ) � - � Flow velocity = 3.23(Ft/s) Travel time = 1.11 min. TC = 17.77 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.866 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.719(In/Hr) for a 10.0 year stonn Subarea runoff = 0.208 (CFS) for 0.140 (Ac. ) Total runoff = 7.697(CFS) Total area = 5.820(Ac.) Street flow at end of street = 7.697(CFS) Half street flow at end of street = 7.697(CFS) Depth of flow = 0.419(Ft.), Average velocity = 3.243(Ft/s) Flow width (from curb towards crown)= 15.016(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 606.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.820(Ac.) Runoff from this stream = 7.697(CFS) Time of concentration = 17.77 min. Rainfall intensity = 1.719(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 608.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 950.000(Ft.) � Top (of initial area? elevation = 70.600(Ft.) Bottom (of initial area) elevation = 60.200(Ft.) Difference in elevation = 10.400(Ft.) Slope = 0.01095 s(percent)= 1.09 TC = k(0.390)*[(length"'3)/(elevation change)]"0.2 �� Initial area time of concentration = 14.938 min. Rainfall intensity = 1.891(In/Hr) for a 10.0 year stozm SINGLE FAMILY tl/4 Acre Lot) Runoff Coefficient = 0.740 �_� � Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction.= 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.104(CFS) Total initial stream area = 2.220(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.220(Ac.) Runoff from tYiis stream = 3.104 (CFS) Time of concentration = 14.94 min. Rainfall intensity = 1.891(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 7.697 17.77 1.719 2 3.104 14.94 1.891 Largest stream flow has longer time of concentration Qp = 7.697 + sum of Qb Ia/Ib 3.104 * 0.909 = 2.822 , Qp = 10.518 Total of 2 streams to confluence: Flow rates before confluence point: 7.697 3.104 Area of streams before confluence: 5.820 2.220 Results of confluence: Total flow rate = 10.518(CFS) Time of concentration = 17.767 min. Effective stream area after confluence = 8.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 � Stream flow area = 8.040(Ac.) Runoff from this stream = 10.518(CFS) Time of concentration = 17.77 min. Rainfall intensity = 1.719(In/Hr) Program is now starting with Main Stream No. 3 � ;. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station 611.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 79.400(Ft.) Bottom {of initial area) elevation = 63.200(Ft.? Difference in elevation = 16.200(Ft.) Slope = 0.04050 s(percent)= 4.05 TC = k(0.300)*[(length"3)/(elevation change))"'0.2 Initial area time of concentration = 6.258 min. Rainfall intensity = 3.051(In/Hr) for a 10.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.877 ~ - ? Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.910(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 0.910(CFS) Time of concentration = 6.26 min. Rainfall intensity = 3.051(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 611.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 70.800(Ft.) Bottom (of initial area) elevation = 63.200(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01013 s(percent)= 1.01 TC = k(0.390) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 13.802 min. Rainfall intensity = 1.975(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.744 Decimal fraction soil group A= 0.000 C'_� Decimal fraction soil group B= 1.000 ' � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.645(CFS) Total initial stream area = 1.800(Ac.) r � � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 2.645(CFS? Time of concentration = 13.80 min. Rainfall intensity = 1.975{In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.910 6.26 3.051 2 2.645 13.80 1.975 Largest stream flow has longer time of concentration Qp - 2.645 + sum of Qb • Ia/Ib 0.910 * 0.647 = 0.589 Qp - 3.233 Total of 2 streams to confluence: Flow rates before confluence point: 0.910 2.645 � Area of streams before confluence: 0.340 1.800 Results of confluence: Total flow rate = 3.233(CFS? Time of concentration = 13.802 min. Effective stream area after confluence = 2.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 612.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.200(Ft.) End of street segment elevation = 60.000(Ft.) Length of street segment = 215.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000{Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) r-9 Gutter hike from flowline = 1.900(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 = 3.339(CFS) Depth of flow = 0.326(Ft.), Average velocity = 2.800(Ft/s) Streetflow hydraulics at midpoint of street travel: �_ Halfstreet flow width = 10.365(Ft.) Flow velocity = 2.80(Ft/s} Travel time = 1.28 min. TC = 15.08 min. Adding area flow to street � CONII�IERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 !=-� Decimal fraction soil group B= 1.000 ' Decimal fraction soil group C= O.OGO Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.881(In/Hr) for a 10.0 year stonn Subarea runoff = 0.228(CFS) for 0.140(Ac.) Total runoff = 3.462(CFS? Total area = 2.280(Ac.) Street flow at end of street = 3.462(CFS) Half street flow at end of street = 3.462(CFS) Depth of flow = 0.329(Ft.), Average velocity = 2.823(Ft/s) Flow width (from curb towards crown)= 10.526(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 612.000 to Point/Station 612.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.280(Ac.) Runoff from this stream = 3.462(CFS) � Time of concentration = 15.08 min. Rainfall intensity = 1.881(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.552 15.96 1.823 2 10.518 17.77 1.719 3 3.462 15.08 1.881 Largest stream flow has longer time of concentration Qp = 10.518 + sum of Qb Ia/Ib 8.552 * 0.943 = 8.061 Qb Ia/Ib 3.462 * 0.914 = 3.164 QP = 21.742 Total of 3 main streams to confluence: Flow rates before confluence point: 8.552 10.518 3.462 Area of streams before confluence: 6.000 8.040 2.280 � Results of confluence: Total flow rate = 21.742(CFS} Time of concentration = 17.767 min. Effective stream area after confluence = 16.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** � Upstream point/station elevation = 54.600(Ft.) Downstream point/station elevation = 53.000(Ft.) Pipe length = 270.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 21.742(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 21.742(CFS) Normal flow depth in pipe = 20.25(In.} ._ Flow top width inside pipe = 23.38(In.) �� _- Critical Depth = 19.60(In.) Pipe flow velocity = 6.80(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 18.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.320(Ac.) Runoff from this stream = 21.742(CFS) Time of concentration = 18.43 min. Rainfall intensity = 1.684(In/Hr) � Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 613.000 to Point/Station 615.000 **** ZNITIAL AREA EVALUATION **** Initial area flow distance = 465.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 63.700(Ft.) Difference in elevation = 12.200(Ft.) Slope = 0.02624 s(percent)= 2.62 TC = k(0.300)*[(length"3)/(elevation change))�0.2 Initial area time of concentration = 7.250 min. Rainfall intensity = 2.814(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 �_�� Decimal fraction soil group B= 1.000 • Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.838(CFS) Total initial stream area = 0.340(Ac.) � Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 0.838(CFS) Time of concentration = 7.25 min. Rainfall intensity = - 2.814(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 614.000 to Point/Station 615.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom {of initial area) elevation = 64.000(Ft.) Difference in elevation = 10.100(Ft.) Slope = 0.01507 s(percent)= 1.51 TC = k(0.710)*[(length�3)/(elevation change)]'"0.2 Initial area time of concentration = 22.184 min. Rainfall intensity = 1.521(In/Hr) for a 10.0 year stonn UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.646 �_ �� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.438(CFS) Total initial stream area = 3.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 3.500(Ac.) Runoff from this stream = 3.438(CFS) Time of concentration = 22.18 min. Rainfall intensity = 1.521(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.838 7.25 2.814 2 3.438 22.18 1.521 Largest stream flow has longer time of concentration Qp = 3.438 + sum of Qb Ia/Ib 0.838 * 0.541 = 0.453 Qp = 3.890 Total of 2 streams to confluence: Flow rates before confluence point: 0.838 3.438 Area of streams before confluence: 0.340 3.500 Results of confluence: Total flow rate = 3.890(CFS) Time of concentration = 22.184 min. Effective stream area after confluence = 3.840(Ac.) �"f'+'� f"+'+++'++'�+f'+++'+i"F'+�' �'++'� �"F+++i'++'�++f' +++++++�- f' +++++++++++++++++++++++ Process from PointJStation 615.000 to Point/Station 616.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.700(Ft.) End of street segment elevation = 59.800(Ft.) Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz} = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.9Q0(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 = 4.903(CFS) Depth of flow = 0.420(Ft.), Average velocity = 2.043(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.105(Ft.) � �� Flow velocity = 2.04(Ft/s) Travel time = 6.20 min. TC = 28.38 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.702 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.328(In/Hr) for a 10.0 year storm Subarea runoff = 1.864(CFS) for 2.000(Ac.) Total runoff = 5.754(CFS) Total area = 5.840(Ac.) Street flow at end of street = 5.754(CFS) Half street flow at end of street = 5.754(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.124(Ft/s) Flow width (from curb towards crown)= 16.096(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 616.000 to Point/Station 617.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.800(Ft.) End of street segment elevation = 58.600(Ft.) Length of street segment = 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.? Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street � Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.828(CFS) Depth of flow = 0.441(Ft.), Average velocity = 2.144(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.124{Ft.) �-�� Flow velocity = 2.14(Ft/s) Travel time = 1.79 min. TC = 30.17 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.860 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.284(In/Hr) for a 10.0 year stonn Subarea runoff = 0.166(CFS) for 0.150(Ac.) Total runoff = 5.920(CFS) Total area = 5.990(Ac.) � Street flow at end of street = 5.920(CFS) Half street flow at end of street = 5.920(CFS) Depth of flow = 0.443(Ft.), Average velocity = 2.152(Ft/s) Flow width (from curb towards crown)= 16.224(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 617.000 to Point/Station 617.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.990(Ac.) Runoff from this stream = 5.920(CFS) Time of concentration = 30.17 min. Rainfall intensity = 1.284(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 618.000 to Point/Station 619.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 69.500(Ft.) Bottom (of initial area) elevation = 59.800(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0. 01066 s(percent) = 1. 07 �_(4 � TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 14.762 min. Rainfall intensity = 1.903(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 — Decimal fraction soil group C= 0.000 ��-` Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.142(CFS) Total initial stream area = 3.650(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 619.000 to Point/Station 620.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.800(Ft.) End of street segment elevation = 58.600(Ft.) Length of street segment = 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.247(CFS) Depth of flow = 0.428(Ft.), Average velocity = 2.090(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15 .467 (Ft . ) �- � � Flow velocity = 2.09(Ft/s) Travel time = 1.83 min. TC = 16.60 min. Adding ar�a flow to street CONIl�IERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.784(In/Hr) for a 10.0 year stonn Subarea runoff = 0.232(CFS) for 0.150(Ac.) Total runoff = 5.374(CFS) Total area = 3.800(Ac.) Street flow at end of street = 5.374(CFS) Half street flow at end of street = 5.374(CFS) Depth of flow = 0.431(Ft.), Average velocity = 2.102(Ft/s) Flow width (from curb towards crown)= 15.614(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 5.374(CFS) Time of concentration = 16.60 min. Rainfall intensity = 1.784(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.920 30.17 1.284 2 5.374 16.60 1.784 Largest stream flow has longer time of concentration Qp = 5.920 + sum of Qb Ia/Ib 5.374 * 0.720 = 3.868 4P = 9.788 Total of 2 streams to confluence: Flow rates before confluence point: 5.920 5.374 Area of streams before confluence: 5.990 3.800 Results of confluence: Total flow rate = 9.788(CFS) Time of concentration = 30.171 min. Effective stream area after confluence = 9.790(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.790(Ac.) Runoff from this stream = 9.788(CFS) Time of concentration = 30.17 min. Rainfall intensity = 1.284(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 21.742 18.43 1.684 2 9.788 30.17 1.284 Largest stream flow has longer or shorter time of concentration Qp = 21.742 + sum of Qa Tb/Ta 9.788 * 0.611 = 5.979 QP = 27.721 Total of 2 main streams to confluence: Flow rates before confluence point: � 21.742 9.788 Area of streams before confluence: 16.320 9.790 Results of confluence: Total flow rate = 27.721(CFS) Time of concentration = 18.429 min. Effective stream area after confluence = 26.110(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 53.000(Ft.) Downstream point/station elevation = 52.600(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 27.721(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 27.721(CFS) Nonnal flow depth in pipe = 23.48(In.) �,� � Flow top width inside pipe = 24.74(In.) .��-- Critical Depth = 21.54(In.) Pipe flow velocity = 6.73(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 18.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.030 to Point/Station 6.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 1 Stream flow area = 26.110(Ac.) Runoff from this stream = 27.721(CFS) Time of concentration = 18.63 min. Rainfall intensity = 1.674(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 621.000 to Point/Station 622.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 63.100(Ft.) Difference in elevation = 15.400(Ft.) Slope = 0.01711 s(percent)= 1.71 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 13.369 min. Rainfall intensity = 2.010(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.746 Decimal fraction soil group A= 0.000 �_(� Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.271(CFS) Total initial stream area = 2.850(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.850(Ac.) Runoff from this stream = 4.271(CFS) Time of concentration = 13.37 min. Rainfall intensity = 2.010(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 890.000(Ft.) Top (of initial area) elevation = 88.000(Ft.) Bottom (of initial area) elevation = 71.800(Ft.) Difference in elevation = 16.200(Ft.) Slope = 0.01820 s(percent)= 1.82 TC = k{0.530) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 17.865 min. Rainfall intensity = 1.713(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.738 � �"- � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 ' � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.466(CFS) Total initial stream area = 1.950(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 622.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 64.000(Ft.) End of street segment elevation = 63.100(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2 . 000 (Ft . ) �-- �7 � Gutter hike from flowline = 1.900(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 = 2.744(CFS) Depth of flow = 0.343(Ft.), Average velocity = 1.994(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.215(Ft.) Flow velocity = 1.99(Ft/s) Travel time = 1.09 min. TC = 18.95 min. � Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.726 Decimal fraction soil group A= 0.000 �_�% Decimal fraction soil group B= 1.000 ' ' Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.659(In/Hr) for a 10.0 year stonn Subarea runoff = 0.530(CFS) for 0.440(Ac.) Total runoff = 2.996(CFS) Total area = 2.390(Ac.) Street flow at end of street = 2.996(CFS) Half street flow at end of street = 2.996(CFS) Depth of flow = 0.351(Ft.), Average velocity = 2.036(Ft/s) Flow width (from curb towards crown)= 11.633(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.390(Ac.) Runoff from this stream = 2.996(CFS) � Time of concentration = 18.95 min. Rainfall intensity = 1.659(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.271 13.37 2.010 2 2.996 18.95 1.659 Largest stream flow has longer or shorter time of concentration Qp = 4.271 + sum of Qa Tb/Ta 2.996 * 0.705 = 2.113 Qp = 6.385 Total of 2 streams to confluence: Flow rates before confluence point: 4.271 2.996 Area of streams before confluence: 2.850 2.390 Results of confluence: Total flow rate = 6.385(CFS) Time of concentration = 13.369 min. Effective stream area after confluence = 5.240(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 623.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.100(Ft.) End of street segment elevation = 58.600(Ft.) Length of street segment = 770.000(Ft.) Height of curb above gutter flowline = 6.0(In.) � Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000{Ft.) Gutter hike from flowline = 1.900(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 = 7.908(CFS) Depth of flow = 0.474(Ft.), Average velocity = 2.411(Ft/s) Streetflow hydraulics at midpoint of street travel: r -- Halfstreet flow width = 17.782(Ft.} '� Flow velocity = 2.41(Ft/s) Travel time = 5.32 min. TC = 18.69 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.727 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.671(In/Hr) for a 10.0 year storm Subarea runoff = 3.036 (CFS) for 2.500 (Ac. ) Total runoff = 9.420(CFS) Total area = 7.740(Ac.) Street flow at end of street = 9.420(CFS) Half street flow at end of street = 9.420(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.516(Ft/s) Flow width (from curb towards crown)= 19.041(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 623.000 to Point/Station 623.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 7.740(Ac.) Runoff from this stream = 9.420(CFS) Time of concentration = 18.69 min. Rainfall intensity = 1.671(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ , Process from Point/Station 624.000 to Point/Station 625.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 770.000(Ft.) Top (of initial area? elevation = 63.100(Ft.) Bottom (of initial area) elevation = 58.600(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00584 s(percent)= 0.58 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.571 min. Rainfall intensity = 1.848(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.737 ` _ - Decimal fraction soil group A= 0.000 J Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.343(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.720(Ac.) Runoff from this stream = 2.343(CFS) Time of concentration = 15.57 min. Rainfall intensity = 1.848(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS} (min) (In/Hr) � 1 9.420 18.69 1.671 2 2.343 15.57 1.848 Largest stream flow has longer time of c�ncentration Qp = 9.420 + sum of Qb Ia/Ib 2.343 * 0.904 = 2.119 Qp = 11.540 Total of 2 streams to confluence: Flow rates before confluence point: 9.420 2.343 Area of streams before confluence: 7.740 1.720 Results of confluence: Total flow rate = 11.540(CFS) Time of concentration = 18.693 min. Effective stream area after confluence = 9.460(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 2 Stream flow area = 9.460(Ac.) Runoff from this stream = 11.540(CFS) Time of concentration = 18.69 min. Rainfall intensity = 1.671(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 27.721 18.63 1.674 2 11.540 18.69 1.671 Largest stream flow has longer or shorter time of concentration Qp = 27.721 + sum of Qa Tb/Ta 11.540 * 0.997 = 11.499 QP = 39.220 Total of 2 main streams to confluence: Flow rates before confluence point: 27.721 11.540 Area of streams before confluence: 26.110 9.460 Results of confluence: Total flow rate = 39.220(CFS) Time of concentration = 18.628 min. Effective stream area after confluence = 35.570(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.030 to Point/Station 6.040 � **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 52.600(Ft.) Downstream point/station elevation = 49.500(Ft.) Pipe length = 460.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 39.220(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 39.220(CFS) Normal flow depth in pipe = 24.56(In.) `;^'�~ � . ,_ Flow top width inside pipe = 28.79(In.} Critical Depth = 25.01(In.) Pipe flow velocity = 8.28(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 19.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.040 to Point/Station 6.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.570(Ac.) Runoff from this stream = 39.220(CFS) Time of concentration = 19.55 min. Rainfall intensity = 1.630(In/Hr) � Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 626.000 to Point/Station 628.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area} elevation = 62.100(Ft.) � Bottom (of initial area) elevation = 57.100(Ft.) Difference in elevation = 5.000(Ft.} Slope = 0.00704 s(percent)= 0.70 TC = k(0.390)*[(length"3)/(elevation change))�0.2 Initial area time of concentration = 14.522 min. Rainfall intensity = 1.920(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.741 � �`� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.846(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 628.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.000(Ac.) � Runoff from this stream = 2.846{CFS) Time of concentration = 14.52 min. Rainfall intensity = 1.920(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 627.000 to Point/Station 628.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 985.000(Ft.) Top (of initial area} elevation = 63.000(Ft.) Bottom (of initial area) elevation = 57.100(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00599 s(percent)= 0.60 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 17.098 min. Rainfall intensity = 1.755(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0 . 732 �_ � ( Decimal fraction soil group A= 0.000 " Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 5.048(CFS) Total initial stream area = 3.930(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 628.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 � Stream flow area = 3.930(Ac.) Runoff from this stream = 5.048(CFS) Time of concentration = 17.10 min. Rainfall intensity = 1.755(In/Ar) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.846 14.52 1.920 2 5.048 17.10 1.755 Largest stream flow has longer time of concentration Qp = 5.048 + sum of Qb Ia/Ib 2.846 * 0.914 = 2.602 Qp = 7.650 Total of 2 streams to confluence: Flow rates before confluence point: 2.846 5.048 Area of streams before confluence: 2.000 3.930 Results of confluence: Total flow rate = 7.650(CFS) � Time of concentration = 17.098 min. Effective stream area after confluence = 5.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 630.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 57.100(Ft.) End of street segment elevation = 55.800(Ft.) Length of street segment = 255.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) � �J ` 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 = 8.082(CFS) � Depth of flow = 0.487(Ft.), Average velocity = 2.302(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width - 18.420(Ft.) Flow velocity = 2.30(Ft/s) Travel time = 1.85 min. TC = 18.94 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.726 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 _ � Decimal fraction soil group C= 0.000 -- _ r Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.659(In/Hr) for a 10.0 year storm Subarea runoff = 0.807 (CFS) for 0.670 (Ac. ) Total runoff = 8.457(CFS) Total area = 6.600(Ac.) Street flow at end of street = 8.457(CFS) Half street flow at end of street = 8.457(CFS) Depth of flow = 0.493(Ft.), Average velocity = 2.327(Ft/s) Flow width (from curb towards crown)= 18.749(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 6.600(Ac.) Runoff from this stream = 8.457(CFS} Time of concentration = 18.94 min. Rainfall intensity = 1.659(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 629.000 to Point/Station 630.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) Bottom (of initial area) elevation = 55.800(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.00717 s(percent)= 0.72 TC = k(0.390}*[(length"3)/(elevation change)�"0.2 Initial area time of concentration = 12.162 min. Rainfall intensity = 2.117(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) �_ �-. Runoff Coefficient = 0.751 � -� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.876(CFS) Total initial stream area = 1.180(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.180(Ac.) Runoff from this stream = 1.876(CFS) Time of concentration = 12.16 min. Rainfall intensity = 2.117(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS} (min) (In/Hr) i 8.457 18.94 1.659 2 1.876 12.16 2.117 Largest stream flow has longer time of concentration Qp = 8.457 + sum of Qb Ia/Ib 1.876 * 0.784 = 1.470 4P = 9.927 Total of 2 streams to confluence: Flow rates before confluence point: 8.457 1.876 Area of streams before confluence: 6.600 1.180 Results of confluence: Total flow rate = 9.927(CFS) Time of concentration = 18.945 min. Effective stream area after confluence = 7.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.780(Ac.) Runoff from this stream = 9.927(CFS) Time of concentration = 18.94 min. Rainfall intensity = 1.659(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 631.000 to Point/Station 632.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 61.600(Ft.) Bottom (of initial area) elevation = 56.000(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00609 s(percent)= 0.61 TC = k(0.390)*[(length�3)/(elevation change)]"'0.2 Initial area time of concentration = 16.584 min. Rainfall intensity = 1.785(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runof f Coef f icient = 0. 734 '—�'-?- Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 , r_� Initial subarea runoff = 3.300(CFS) Total initial stream area = 2.520(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 632.000 to Point/Station 632.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.520(Ac.) Runoff from this stream = 3.300(CFS) Time of concentration = 16.58 min. Rainfall intensity = 1.785(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 39.220 19.55 1.630 2 9.927 18.94 1.659 3 3.300 16.58 1.785 Largest stream flow has longer time of concentration Qp = 39.220 + sum of Qb Ia/Ib 9.927 * 0.983 = 9.756 Qb Ia/Ib � 3.300 * 0.913 = 3.014 Qp = 51.990 Total of 3 main streams to confluence: Flow rates before confluence point: 39.220 9.927 3.300 Area of streams before confluence: 35.570 7.780 2.520 Results of confluence: Total flow rate = 51.990(CFS) Time of concentration = 19.554 min. Effective stream area after confluence = 45.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.040 to Point/Station 6.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 49.500(Ft.) Downstream point/station elevation = 46.100(Ft.) Pipe length = 560.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 51.990(CFS) Nearest computed pipe diameter = 36.00(In.) � Calculated individual pipe flow = 51.990(CFS) Normal flow depth in pipe = 29.53(In.) Flow top width inside pipe - 27.64(In.) Critical Depth = 28.15(In.) �Ir�E Pipe flow velocity = 8.38(Ft/s) Travel time through pipe = 1.11 min. � Time of concentration (TC) = 20.67 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.050 to Point/Station 6.050 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.870(Ac.) Runoff from this stream = 51.990(CFS) Time of concentration = 20.67 min. Rainfall intensity = 1.581(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 633.000 to Point/Station 634.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 475.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) Bottom (of initial area> elevation = 55.800(Ft.> Difference in elevation = 3.300(Ft.) Slope = 0.00695 s(percent)= 0.69 TC = k(0.390)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 12.399 min. Rainfall intensity = 2.095(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.750 � �; Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 1.571(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 634.000 to Point/Station 636.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 55.800(Ft.) End of street segment elevation = 53.200(Ft.) Length of street segment = 575.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street � Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 �- ��' Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.900(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 = 2.411(CFS) Depth of flow = 0.351(Ft.), Average velocity = 1.643(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.614(Ft.) Flow velocity = 1.64(Ft/s) Travel time = 5.83 min. TC = 18.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) � '�% Runoff Coefficient = 0.728 � -� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.694(In/Hr) for a 10.0 year storm Subarea runoff = 1.320(CFS) for 1.070(Ac.) Total runoff = 2.891(CFS) Total area = 2.070(Ac.) Street flow at end of street = 2.891(CFS) Half street flow at end of street = 2.891(CFS) Depth of flow = 0.369(Ft.), Average velocity = 1.716(Ft/s) Flow width (from curb towards crown)= 12.517(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.070(Ac.) Runoff from this stream = 2.891(CFS) Time of concentration = 18.23 min. Rainfall intensity = 1.694(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proc�ss from Point/Station 635.000 to Point/Station 636.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 58.100(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.00662 s(percent)= 0.66 TC = k(0.300) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 11.682 min. Rainfall intensity = 2.164(In/Hr) for a 10.0 year storm CONII�lERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 F 7 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.770(CFS) Total initial stream area = 1.470(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.470(Ac.) Runoff from this stream = 2.770(CFS) Time of concentration = 11.68 min. Rainfall intensity = 2.164(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.891 18.23 1.694 2 2.770 11.68 2.164 Largest stream flow has longer time of concentration Qp = 2.891 + sum of Qb Ia/Ib 2.770 * 0.783 = 2.169 Qp = 5.060 Total of 2 streams to confluence: Flow rates before confluence point: 2.891 2.770 Area of streams before confluence: 2.070 1.470 � Results of confluence: Total flow rate = 5.060(CFS) Time of concentration = 18.230 min. Effective stream area after confluence = 3.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.540(Ac.) Runoff from this stream = 5.060(CFS) Time of concentration = 18.23 min. Rainfall intensity = 1.694(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 51.990 20.67 1.581 2 5.060 18.23 1.694 Largest stream flow has longer time of concentration � Qp = 51.990 + sum of - Qb Ia/Ib 5.060 * 0.933 - 4.722 4P = 56.712 Total of 2 main streams to confluence: Flow rates before confluence point: 51.990 5.060 Area of streams before confluence: 45.870 3.540 � Results of confluence: Total flow rate = 56.712(CFS) Time of concentration = 20.668 min. Effective stream area after confluence = 49.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.050 to Point/Station 6.060 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 46.100(Ft.) Downstream point/station elevation = 43.500(Ft.) Pipe length = 415.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 56.712(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 56.712(CFS) Normal flow depth in pipe = 28.08(In.) ,� �� Flow top width inside pipe = 35.02(In.) ,;, :_ Critical Depth = 28.85(In.) Pipe flow velocity = 8.87(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 21.45 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 6.060 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 49.410(Ac.) Runoff from this stream = 56.712(CFS) Time of concentration = 21.45 min. Rainfall intensity = 1.550(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 638.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 215.000(Ft.) Top (of initial area) elevation = 53.500(Ft.) Bottom (of initial area) elevation = 52.000(Ft.) Difference in elevation = 1.500(Ft.) Slope = 0.00698 s(percent)= 0.70 TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 6.940 min. Rainfall intensity = 2.882(In/Hr) for a 10.0 year storm � CON�IERCIAL subarea type Runoff Coefficient = 0.876 � �� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.515(CFS) � Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 638.000 to Point/Station 639.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.000(Ft.) End of street segment elevation = 50.700(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0{In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 1.729(CFS) � Depth of flow = 0.313(Ft.), Average velocity = 1.618(Ft/s) Streetflow hydraulics at midpoint of street travel: � Halfstreet flow width = 9.750 (Ft. ) ,- n� Flow velocity = 1.62(Ft/s) Travel time = 2.52 min. TC = 9.46 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.430(In/Hr) for a 10.0 year stonn Subarea runoff = 0.361(CFS) for 0.170(Ac.) Total runoff = 1.875(CFS) Total area = 0.770(Ac.) Street flow at end of street = 1.875(CFS) Half street flow at end of street = 1.875(CFS) Depth of flow = 0.320(Ft.), Average velocity = 1.648(Ft/s) Flow width (from curb towards crown)= 10.098(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 639.000 to Point/Station 639.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nortnal stream number l Stream flow area = 0.770(Ac.) Runoff from this stream = 1.875(CFS) Time of concentration = 9.46 min. :.-_ Rainfall intensity = 2.430(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 641.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 860.000(Ft.) Top (of initial area) elevation = 56.000(Ft.) Bottom (of initial area> elevation = 51.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00581 s(percent)= 0.58 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.532 min. Rainfall intensity = 2.082(In/Hr) for a 10.0 year stonn CONIl�IERCIAL subarea type Runoff Coefficient = 0.870 �- - ja Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.970(CFS) Total initial stream area = 4.400(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 641.000 to Point/Station 641.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 4.400(Ac.) Runoff from this stream = 7.970(CFS) Time of concentration = 12.53 min. Rainfall intensity = 2.082(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.875 9.46 2.430 2 7.970 12.53 2.082 Largest stream flow has longer time of concentration Qp = 7.970 + sum of Qb Ia/Ib 1.875 * 0.857 = 1.607 4P = 9.577 Total of 2 streams to confluence: Flow rates before confluence point: 1.875 7.970 � Area of streams before confluence: 0.770 4.400 Results of confluence: Total flow rate = 9.577(CFS) Time of concentration = 12.532 min. Effective stream area after confluence = 5.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 641.000 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.170(Ac.) Runoff from this stream = 9.577(CFS) Time of concentration = 12.53 min. Rainfall intensity = 2.082(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 56.712 21.45 1.550 2 9.577 12.53 2.082 Largest stream flow has longer time of concentration Qp = 56.712 + sum of Qb Ia/Ib 9.577 * 0.744 = 7.127 Qp = 63.839 Total of 2 main streams to confluence: Flow rates before confluence point: 56.712 9.577 � Area of streams before confluence: 49.410 5.170 Results of confluence: Total flow rate = 63.839(CFS) Time of concentration = 21.447 min. Effective stream area after confluence = 54.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 43.500(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 63.839(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 63.839(CFS) Normal flow depth in pipe = 24.19(In.} Flow top width inside pipe = 23.71(In.) Critical depth could not be calculated. '�� C Pipe flow velocity = 15.06(Ft/s? Travel time through pipe = 0.07 min. � Time of concentration (TC) = 21.51 min. End of computations, total study area = 54.58 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap} = 0.489 Area averaged RI index number = 57.6 � � � � J � G►o ! � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 ________Rational_Hydrology_Study________Date: 10/16/O1 File:305G.out TR 29305 HYDROLOGY AREA "G" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English {in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 10 minute intensity = 3.480(In/Hr) 100 year storm 60 minute intensity = 1.300(In/Hr) Stonn 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 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 68.500(Ft.) Difference in elevation = 57.500(Ft.) Slope = 0.06534 s(percent)= 6.53 TC = k(0.530) * [ (length"'3} / (elevation change) ) �0.2 Initial area time of concentration = 13.773 min. RainfalZ intensity = 1.977(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea , Runoff Coefficient = 0.756 0�''' I Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.111(CFS) Total initial stream area = 2.750(Ac.) Pervious area fraction = 1.000 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 60.000(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break tv/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1� side (s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 4.216(CFS) Depth of flow = 0.372(Ft.), Average velocity = 2.449(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12 . 662 (Ft. ) �7 � � Flow velocity = 2.45(Ft/s} Travel time = 2.25 min. TC = 16.02 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.819(In/Hr) for a 10.0 year storm Subarea runoff = 0.221(CFS) for 0.140(Ac.) Total runoff = 4.332(CFS? Total area = 2.890(Ac.) Street flow at end of street = 4.332(CFS) Half street flow at end of street = 4.332(CFS) Depth of flow = 0.374(Ft.), Average velocity = 2.465(Ft/s) Flow width (from curb towards crown)= 12.803(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area = 2.890(Ac.) Runoff from this stream = 4.332(CFS) Time of concentration = 16.02 min. Rainfall intensity = 1.819(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 72.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 59.500(Ft.) Difference in elevation = 66.500(Ft.) Slope = 0.13300 s(percent)= 13.30 TC = k(0.530)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 9.530 min. Rainfall intensity = 2.421(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.779 ��;_'' Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.337(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 4.337(CFS) Time of concentration = 9.53 min. Rainfall intensity = 2.421(In/Hr} Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.332 16.02 1.819 2 4.337 9.53 2.421 Largest stream flow has longer or shorter time of concentration Qp = 4.337 + sum of Qa Tb/Ta 4.332 * 0.595 = 2.577 Qp = 6.914 Total of 2 streams to confluence: Flow rates before confluence point: 4.332 4.337 Area of streams before confluence: 2.890 2.300 Results of confluence: � Total flow rate = 6.914(CFS) Time of concentration = 9.530 min. Effective stream area after confluence = 5.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 702.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 57.000(Ft.) � End of street segment elevation = 53.000(Ft.) Length of street segment 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 8.080(CFS) Depth of flow = 0.497(Ft.), Average velocity = 2.185(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.918(Ft.) C� � Flow velocity = 2.19(Ft/s) Travel time = 6.86 min. TC = 16.39 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.734 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.796(In/Hr) for a 10.0 year stonn Subarea runoff = 2.308(CFS) for 1.750(Ac.) Total runoff = 9.223(CFS) Total area = 6.940(Ac.) Street flow at end of street = 9.223(CFS) Half street flow at end of street = 9.223(CFS) Depth of flow = 0.520(Ft.), Average velocity = 2.211(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.02(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 7.010 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 47.800(Ft.) Downstream point/station elevation = 46.100(Ft.) Pipe length = 325.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.223(CFS) . Nearest computed pipe diameter =- 21.00(In.) Calculated individual pipe flow 9.223(CFS) Normal flow depth in pipe = 14.27(In.} r-rr..� Flow top width inside pipe = 19.60(In.) Critical Depth = 13.55(In.) Pipe flow velocity = 5.30(Ft/s) Travel time through pipe = 1.02 min. Time of concentration (TC) = 17.42 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.940(Ac.) Runoff from this stream = 9.223(CFS) Time of concentration = 17.42 min. Rainfall intensity = 1.738(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 58.500(Ft.) Bottom (of initial area) elevation = 52.80o(Ft.> Difference in elevation = 5.700(Ft.) Slope = 0.00633 s(percent)= 0.63 TC = k(0.390)*[(length"3}/(elevation change)]�0.2 Initial area time of concentration = 16.309 min. Rainfall intensity = 1.801(In/Hr) for a 10.0 year stonn � SINGLE FAMILY (1/4 Acre Lot) ` Runoff Coefficient = 0.735 = 1 - --r Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.784(CFS) Total initial stream area = 2.860(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.860(Ac.) Runoff from this stream = 3.784(CFS) Time of concentration = 16.31 min. Rainfall intensity = 1.801(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 704.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 56.400(Ft.) Bottom (of initial area) elevation = 52.800(Ft.) - _ ;� Difference in elevation = 3.600(Ft.) Slope = 0.00692 s(percent)= 0.69 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 � Initial area time of concentration = 12.865 min. Rainfall intensity = 2.053(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.748 ` -� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.072(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 2.072(CFS) Time of concentration = 12.86 min. Rainfall intensity = 2.053(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.784 16.31 1.801 2 2.072 12.86 2.053 Largest stream flow has longer time of concentration Qp = 3.784 + sum of Qb Ia/Ib 2.072 * 0.878 = 1.819 Qp = 5.603 Total of 2 streams to confluence: Flow rates before confluence point: 3.784 2.072 Area of streams before confluence: 2.860 1.350 Results of confluence: Total flow rate = 5.603(CFS) Time of concentration = 16.309 min. Effective stream area after confluence = 4.210(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 706.000 � **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.800(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1J 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 = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.103(CFS) Depth of flow = 0.448(Ft.), Average velocity = 2.148(Ft/s) Streetflow hydraulics at midpoint of street travel: ^_� Halfstreet flow width = 16.500(Ft.) �� Flow velocity = 2.15(Ft/s) Travel time = 2.13 min. TC = 18.44 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.727 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.684(In/Hr) for a 10.0 year stornl Subarea runoff = 0.919(CFS) for 0.750(Ac.} � Total runoff = 6.522(CFS) Total area = 4.960(Ac.) Street flow at end of street = 6.522(CFS) Half street flow at end of street = 6.522(CFS) Depth of flow = 0.457(Ft.), Average velocity = 2.183{Ft/s) Flow width (from curb towards crown)= 16.938(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 706.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 4.960(Ac.) Runoff from this stream = 6.522(CFS) Time of concentration = 18.44 min. Rainfall intensity = 1.684(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 690.000(Ft.) Top (of initial area) elevation = 56.800(Ft.) Bottom (of initial area) elevation = 52.800(Ft.) � Difference in elevation = 4.000(Ft.) Slope = 0.00580 s(percent)= 0.58 TC = k(0.390) * [ (length�3) / (elevation change) ] �0.2 J _? Initial area time of concentration = 14.927 min. Rainfall intensity = 1.891(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 �,_; Decimal fraction soil group C= 0.000 � � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.113(CFS) Total initial stream area = 4.370(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.800(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) � Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.659(CFS) Depth of flow = 0.460(Ft.), Average velocity = 2.194(Ft/s) Streetflow hydraulics at midpoint of street travel: �'_� Halfstreet flow width = 17.077(Ft.) Flow velocity = 2.19tFt/s) Travel time = 2.09 min. TC = 17.02 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.760(In/Hr) for a 10.0 year storm Subarea runoff = 1.005 (CFS) for 0.780 (Ac. ) Total runoff = 7.118(CFS) Total area = 5.150(Ac.) Street flow at end of street = 7.118(CFS) Half street flow at end of street = 7.118(CFS) Depth of flow = 0.469(Ft.), Average velocity = 2.230(Ft/s) Flow width (from curb towards crown)= 17.531(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 5.150(Ac.) Runoff from this stream = 7.118(CFS) Time of concentration = 17.02 min. � Rainfall intensity = 1.760(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (Zn/Hr) 1 6.522 18.44 1.684 2 7.118 17.02 1.760 Largest stream flow has longer or shorter time of concentration Qp = 7.118 + sum of Qa Tb/Ta 6.522 * 0.923 = 6.017 Qp - 13.135 Total of 2 streams to confluence: Flow rates before confluence point: 6.522 7.118 Area of streams before confluence: 4.960 5.150 Results of confluence: Total flow rate = 13.135(CFS) Time of concentration = 17.015 min. Effective stream area after confluence = 10.110(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.110(Ac.) Runoff from this stream = 13.135(CFS) Time of concentration = 17.02 min. Rainfall intensity = 1.760(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS? (min) (In/Hr) 1 9.223 17.42 1.738 2 13.135 17.02 1.760 Largest stream flow has longer or shorter time of concentration Qp = 13.135 + sum of Qa Tb/Ta 9.223 * 0.977 = 9.010 Qp = 22.146 e Total of 2 main streams to confluence: Flow rates before confluence point: 9.223 13.135 Area of streams before confluence: 6.940 10.110 Results of confluence: Total flow rate = 22.146(CFS) Time of concentration = 17.015 min. Effective stream area after confluence = 17.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.Q10 to Point/Station 7.020 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation = 46.100(Ft.? Downstream point/station elevation = 42.000(Ft.) Pipe length = 630.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 22.146(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 22.146(CFS) Normal flow depth in pipe = 19.78tIn.) �,� � Flow top width inside pipe = 23 . 90 { In. } �'' �-- Critical Depth = 19.76(In.) Pipe flow velocity = 7.10(Ft/s) Travel time through pipe = 1.48 min. Time of concentration (TC) = 18.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station 7.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 17.050(Ac.) Runoff from this stream = 22.146(CFS) Time of concentration = 18.49 min. Rainfall intensity = 1.681(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 55.200(Ft.) Bottom (of initial area) elevation = 47.800(Ft.) Difference in elevation = 7.400(Ft.) Slope = 0.00747 s(percent)= 0.75 TC = k(0.390) * ( (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 16.391 min. Rainfall intensity = 1.797(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.734 ��' Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.744(CFS? Total initial stream area = 2.080(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 711.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 2.080(Ac.) Runoff from this stream = 2.744(CFS) Time of concentration = 16.39 min. Rainfall intensity = 1.797(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) {min) (In/Hr) 1 22.146 18.49 1.681 2 2.744 16.39 1.797 Largest stream flow has longer time of concentration Qp = 22.146 + sum of Qb Ia/Ib 2.744 * 0.936 = 2.567 Qp - 24.713 Total of 2 streams to confluence: Flow rates before confluence point: 22.146 2.744 Area of streams before confluence: 17.050 2.080 � Results of confluence: Total flow rate = 24.713(CFS) Time of concentration = 18.495 min. Effective stream area after confluence = 19.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station '7.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 42.000lFt.) Downstream point/station elevation = 39.700(Ft.) Pipe length = 320.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 24.713(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 24.713(CFS) Normal flow depth in pipe = 20.81(In.) Flow top width inside pipe = 22.70(In.) (`;�;_ Critical Depth = 20.86(In.) Pipe flow velocity = 7.51(Ft/s) Travel time through pipe = 0.71 min. Time of concentration (TC) = 19.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 7.030 to Point/Station 7.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.130(Ac.) Runoff from this stream = 24.713(CFS) Time of concentration = 19.21 min. Rainfall intensity = 1.647(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 713.000 **** INITIAL .�REA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 53.200(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00481 s(percent)= 0.48 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 8.187 min. Rainfall intensity = 2.632(In/Hr) for a 10.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.874 ��- �� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.460(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 715.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 53.200(Ft.) End of street segment elevation = 47.600(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) `'1-;� 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 = 2.991(CFS) Depth of flow = 0.349(Ft.), Average velocity = 2.058(Ft/s) Streetflow hydraulics at midpoint of street travel: � Halfstreet flow width = 11.554(Ft�) Flow velocity = 2.06(Ft/s) Travel time = 6.36 min. TC - 14.54 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.741 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.919(In/Hr) for a 10.0 year stonn Subarea runoff = 3.128(CFS) for 2.200(Ac.) Total runoff = 3.588(CFS) Total area = 2.400(Ac.) Street flow at end of street = 3.588(CFS) Half street flow at end of street = 3.588(CFS} Depth of flow = 0.367(Ft.), Average velocity = 2.149(Ft/s) Flow width (from curb towards crown)= 12.456(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.400(Ac.) Runoff from this stream = 3.588(CFS) Time of concentration = 14.54 min. Rainfall intensity = 1.919(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 715.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 880.000(Ft.) Top (of initial area? elevation = 54.500(Ft.) Bottom (of initial area) el�vation = 47.600(Ft.) Difference in elevation = 6.900(Ft.) Slope = 0.00784 s(percent?= 0.78 TC = k(0.390)*[(length"3)/(elevation change)��0.2 Initial area time of concentration = 15.488 min. Rainfall intensity = 1.853(In/Hr) for a 10.0 year stozzn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.737 C-�_ 1� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.281(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 3.281(CFS) Time of concentration = 15.49 min. Rainfall intensity = 1.853(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 3.588 14.54 1.919 2 3.281 15.49 1.853 Largest stream flow has longer or shorter time of concentration Qp - 3.588 + sum of Qa Tb/Ta 3.281 * 0.939 = 3.081 Qp - 6.669 Total of 2 streams to confluence: Flow rates before confluence point: 3.588 3.281 Area of streams before confluence: 2.400 2.400 Results of confluence: Total flow rate = 6.669(CFS) Time of concentration = 14.544 min. Effective stream area after confluence = 4.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 716.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 47.600(Ft.) End of street segment elevation = 46.300(Ft.) Length of street segment = 255.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.00OlFt.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.787(CFS) Depth of flow = 0.462(Ft.), Average velocity = 2.206(Ft/s) Streetflow hydraulics at midpoint of street travel: , Halfstreet flow width = 17.201 (Ft. ) ��- ' Flow velocity = 2.21(Ft/s) _ Travel time = 1.93 min. TC = 16.47 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.792(In/Hr) for a 10.0 year storm Subarea runoff = 0.264(CFS) for 0.170(Ac.) Total runoff = 6.933(CFS) Total area = 4.970(Ac.) Street flow at end of street = 6.933(CFS) Half street flow at end of street = 6.933(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.217(Ft/s) Flow width (from curb towards crown)= 17.346(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 716.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 4.970{Ac.) Runoff from this stream = 6.933(CFS) Time of concentration = 16.47 min. Rainfall intensity = 1.792(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 717.000 to Point/Station 718.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 58.800{Ft.) Bottom (of initial area) elevation = 51.100(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.00875 s(percent)= 0.87 � TC = k(0.390)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 15.152 min. Rainfall intensity = 1.876(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) (� Runof f Coef f icient = 0. 739 �� - Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.564(CFS) Total initial stream area = 1.850(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 719.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 51.100(Ft.) End of street segment elevation = 46.300(Ft.) Length of street segment = 920.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street ��_ (j Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 3.707(CFS) Depth of flow = 0.387(Ft.), Average velocity = 1.922(Ft/s? Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.454(Ft.) Flow velocity = 1.92 (Ft/s) : ` 7 _ ►� Travel time = 7.98 min. TC = 23.13 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.714 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.487(In/Hr) for a 10.0 year stonn Subarea runoff = 1.751 (CFS) for 1.650 (Ac. ) Total runoff = 4.315(CFS) Total area = 3.500(Ac.) Street flow at end of street = 4.315(CFS) Half street flow at end of street = 4.315(CFS) Depth of flow = 0.404(Ft.), Average velocity = 1.994(Ft/s? Flow width (from curb towards crown)= 14.304(Ft.) . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 719.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.500(Ac.) Runoff from this stream = 4.315(CFS) Time of concentration = 23.13 min. Rainfall intensity = 1.487(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.933 16.47 1.792 2 4.315 23.13 1.487 Largest stream flow has longer or shorter time of concentration Qp = 6.933 + sum of Qa Tb/Ta 4.315 * 0.712 = 3.073 Qp = 10.006 Total of 2 streams to confluence: Flow rates before confluence point: � 6.933 4.315 Area of streams before confluence: 4.970 3.500 Results of confluence: Total flow rate = 10.006(CFS) Time of concentration = 16.471 min. Effective stream area after confluence = 8.470(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 719.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.470(Ac.) Runoff from this stream = 10.006(CFS) Time of concentration = 16.47 min. Rainfall intensity = 1.792(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS} (min) (In/Hr) 1 24.713 19.21 1.647 2 10.006 16.47 1•792 Largest stream flow has longer time of concentration Qp - 24.713 + sum of Qb Ia/Ib 10.006 * 0.919 = 9.195 Qp = 33.909 Total of 2 main streams to confluence: Flow rates before confluence point: � 24.713 10.006 Area of streams before confluence: 19.130 8.470 Results of confluence: Total flow rate = 33.909(CFS) Time of concentration = 19.205 min. Effective stream area after confluence = 27.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.030 to Point/Station 7.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 39.700(Ft.) Downstream point/station elevation = 38.300(Ft.) Pipe length = 210.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 33.909{CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 33.909(CFS) Normal flow depth in pipe = 24.94(In.) Flow top width inside pipe = 22.47(In.) Critical Depth = 23 . 74 ( In .) �;� i�' � Pipe flow velocity = 7.77(Ft/s) Travel time through pipe = 0.45 min. � Time of concentration (TC) = 19.66 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.040 to Point/Station 7.040 T **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = � 27.600(Ac.)� Runoff from this stream = 33.909(CFS) Time of concentration = 19.66 min. Rainfall intensity = 1.626(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72Q.000 to Point/Station 722.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 46.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00562 s(percent)= 0.56 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 17.138 min. Rainfall intensity = 1.753(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.732 ��- �e Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.335(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.600(Ac.) Runoff from this stream = 3.335(CFS) Time of concentration = 17.14 min. Rainfall intensity = 1.753(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 721.000 to Point/Station 722.000 **** INZTIAL AREA EVALUATION **** Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 46.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00568 s(percent)= 0.57 � TC = k(0.390)*[(length"3)/(elevation change)]�0.2 C � '� Initial area time of concentration = 17.030 min. Rainfall intensity = 1.759(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) J Runoff Coefficient = 0.732 Decimal fraction soil group A= 0.000 `_� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.799(CFS) Total initial stream area = 2.950(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.950(Ac.) Runoff from this stream = 3.799(CFS) Time of concentration = 17.03 min. Rainfall intensity = 1.759(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.335 17.14 1.753 2 3.799 17.03 1.759 Largest stream flow has longer or shorter time of concentration Qp = 3.799 + sum of Qa Tb/Ta 3.335 * 0.994 = 3.314 Qp = 7.113 Total of 2 streams to confluence: Flow rates before confluence point: 3.335 3.799 Area of streams before confluence: 2.600 2.950 Results of confluence: Total flow rate = 7.113(CF�) Time of concentration = 17.030 min. Effective stream area after confluence = 5.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 723.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 46.100(Ft.} End of street segment elevation = 44.800(Ft.) Length of street segment = 225.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 �7-�� 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 = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.203(CFS) Depth of flow = 0.462(Ft.), Average velocity = 2.346(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.180(Ft.) Flow velocity = 2.35(Ft/s) Travel time = 1.60 min. TC = 18.63 min. ��_�� Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.674(In/Hr) for a 10.0 year storm Subarea runoff = 0.203 (CFS) for 0.140 (Ac. ) Total runoff = 7.316(CFS) Total area = 5.690(Ac.) Street flow at end of street = 7.316(CFS) Half street flow at end of street = 7.316(CFS) Depth of flow = 0.464(Ft.), Average velocity = 2.355(Ft/s) Flow width (from curb towards crown)= 17.286(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 723.000 to Point/Station 723.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.690(Ac.) Runoff from this stream = 7.316{CFS) Time of concentration = 18.63 min. Rainfall intensity = 1.674(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 33.909 19.66 1.626 2 7.316 18.63 1.674 Largest stream flow has longer time of concentration Qp = 33.909 + sum of Qb Ia/Ib 7.316 * 0.971 = 7.103 Qp = 41.011 Total of 2 main streams to confluence: Flow rates before confluence point: 33.909 7.316 Area of streams before confluence: 27.600 5.690 Results of confluence: Total flow rate = 41.011(CFS) Time of concentration = 19.655 min. � Effective stream area after confluence = 33.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.040 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size} **** Upstream point/station elevation = 38.300(Ft.) � Downstream point/station elevation = 36.800(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 41.011(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 41.011(CFS) Nonr►al flow depth in pipe = 20.86 (In. ) Flow top width inside pipe = 16.19(In.) ,�, r Critical depth could not be calculated. �� - Pipe flow velocity = 14.14(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 19.71 min. End of computations, total study area = 33.29 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.568 Area averaged RI index number = 59.3 � � �oc � � JO • � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational Hydrology_Study________Date__10/16/O1 File:305H.out ---------- -------------------------- TR 29305 HYDROLOGY AREA "H" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Inforination ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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,'I`mc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year stonn 60 minute intensity = 0.880(In/Hr) 100 year stonn 10 minute intensity = 3.480(In/Hr) � 100 year stonn 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 800.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 65.400(Ft.) Difference in elevation = 6.900(Ft.) Slope = 0.02816 s(percent)= 2.82 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 5.532 min. Rainfall intensity = 3.265(In/Hr) for a 10.0 year stonn CONII�IERCIAL subarea type �-; - � Runoff Coefficient = 0.878 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C- 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 �i , ' Initial subarea runoff = 0.487(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.487(CFS) Time of concentration = 5.53 min. Rainfall intensity = 3.265(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom (of initial area) elevation = 66.000(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.01473 s(percent)= 1.47 TC = k(0.710)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 20.596 min. Rainfall intensity = 1.584(In/Hr) for a 10.0 year stonn UNDEVELOPED (fair cover) subarea �i n � Runoff Coefficient = 0.653 ` � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 2.587(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.500(Ac.) Runoff from this stream = 2.587(CFS) Time of concentration = 20.60 min. Rainfall intensity = 1.584(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 0.487 5.53 3.265 2 2.587 20.60 1.584 Largest stream flow has longer time of concentration Qp = 2.587 + sum of Qb Ia/Ib 0.487 * 0.485.= 0.237 4P = 2.824 � Total of 2 streams to confluence: Flow rates before confluence point: 0.487 2.587 Area of streams before confluence: ' 0.170 2.500 Results of confluence: Total flow rate = 2.824(CFS) Time of concentration = 20.596 min. Effective stream area after confluence = 2.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 804.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 65.400(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 405.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 3.141{CFS) Depth of flow = 0.306(Ft.), Average velocity = 3.137(Ft/s) Streetflow hydraulics at midpoint of street travel: ' I Halfstreet flow width = 9.396{Ft.) n � Flow velocity = 3.14(Ft/s) Travel time = 2.15 min. TC = 22.75 min. Adding area flow to street CONIMERCIAL subarea type Runoff Coefficient = 0.863 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.500(In/Hr) for a 10.0 year storm Subarea runoff = 0.777 (CFS) for 0.600 (Ac. ) Total runoff = 3.600(CFS) Total area = 3.270(Ac.) Street flow at end of street = 3.600(CFS) Half street flow at end of street = 3.600(CFS) � Depth of flow = 0.318(Ft.), Average velocity = 3.236(Ft/s) Flow width (from curb towards crown)= 9.970(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � - Process from Point/Station 804.000 to Point/Station 804.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 � Stream flow area = 3.270(Ac.) Runoff from this stream = 3.600(CFS} Time of concentration = 22.75 min. Rainfall intensity = 1.500(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 803.000 to Point/Station 804.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 55.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00753 s{percent)= 0.75 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 12.489 min. Rainfall intensity = 2.086(In/Hr) for a 10.0 year stonn CONIl�IERCIAL subarea type J -.�' Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 10.073(CFS) Total initial stream area = 5.550(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 804.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.550(Ac.) Runoff from this stream = 10.073(CFS) Time of concentration = 12.49 min. Rainfall intensity = 2.086(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.600 22.75 1.500 2 10.073 12.49 2.086 Largest stream flow has longer or shorter time of concentration Qp - 10.073 + sum of � Qa Tb/Ta 3.600 * 0.549 = 1.977 Qp = 12.049 Total of 2 streams to confluence: Flow rates before confluence point: 3.600 10.073 Area of streams before confluence: 3.270 5.550 Results of confluence: � Total flow rate = 12.049(CFS) Time of concentration = 12.489 min. Effective stream area after confluence = 8.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 50.000{Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 580.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 12.049(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 12.049(CFS) Normal flow depth in pipe = 14.39(In.) Flow top width inside pipe = 14 . 41( In .) Q�: � Critical Depth = 15.79(In.) Pipe flow velocity = 7.96(Ft/s} Travel time through pipe = 1.21 min. Time of concentration (TC) = 13.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.820(Ac.) Runoff from this stream = 12.049{�FS) Time of concentration = 13.70 min. Rainfall intensity = 1.982(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.547(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.718 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ��. Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 21.51 min. Rain intensity = 1.55(In/Hr) Total area = 54.58(Ac.) Total runoff = 63.84(CFS) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MINOR STREAMS **** � �� Along Main Stream number: 1 in normal stream number 2 Stream flow area = 54.580(Ac.) Runoff from this stream = 63.840(CFS) Time of concentration = 21.51 min. � Rainfall intensity = 1.547(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.049 13.70 l•982 2 63.840 21.51 1.547 Largest stream flow has longer time of concentration Qp - 63.840 + sum of Qb Ia/Ib 12.049 * 0.780 = 9.403 Qp = 73.243 Total of 2 streams to confluence: Flow rates before confluence point: 12.049 63.840 Area of streams before confluence: 8.820 54.580 Results of confluence: Total flow rate = 73.243(CFS) Time of concentration = 21.510 min. Effective stream area after confluence = 63.400(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 63.400(Ac.) Runoff from this stream = 73.243(CFS) Time of concentration = 21.51 min. Rainfall intensity = 1.547(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 805.000 to Point/Station 806.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 620.000(Ft.) Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 63.100(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.01484 s(percent)= 1.48 TC = k(0.300)*[(length"3)/(elevation change))"'0.2 Initial area time of concentration = 9.116 min. � Rainfall intensity = 2.481(In/Hr) for a 10.0 year stonn - CONINIERCIAL subarea type Runoff Coefficient = 0.873 N S Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.690(CFS) � Total initial stream area = 0.780(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++±+++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 808.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.100tFt.) End of street segment elevation = 54.100(Ft.) Length of street segment = 440.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 2.253(CFS) � Depth of flow = 0.281(Ft.), Average velocity = 2.898(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.119(Ft.) N'� Flow velocity = 2.90(Ft/s) Travel time = 2.53 min. TC = 11.65 min. Adding area flow to street CONINIERCIAL subarea type Runoff Coefficient = 0.876 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 = 2.168(In/Hr) for a 10.0 year storm Subarea runoff = 0.987(CFS) for 0.520(Ac.) Total runoff = 2.677(CFS) Total area = 1.300(Ac.) Street flow at end of street = 2.677(CFS) Half street flow at end of street = 2.677(CFS) Depth of flow = 0.294(Ft.), Average velocity = 3.010(Ft/s) Flow width (from curb towards crown)= 8.781(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 2 in normal stream number 1 Stream flow area = 1.300(Ac.) Runoff from this stream = 2.677(CFS) Time of concentration = 11.65 min. Rainfall intensity = 2.168(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 807.000 to Point/Station 808.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 54.500(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01071 s(percent)= 1.07 TC = k(0.323)*[(length�3)/(elevation change?]�0.2 Initial area time of concentration = 10.996 min. Rainfall intensity = 2.238{In/Hr) for a 10.0 year storm APARTMENT subarea type � ! _ -, Runoff Coefficient = 0.853 f j 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 3.052(CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.600{Ac.) Runoff from this stream = 3.052(CFS) Time of concentration = 11.00 min. Rainfall intensity = 2.238(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.677 11.65 2.168 2 3.052 11.00 2.238 Largest stream flow has longer or shorter time of concentration Qp = 3.052 + sum of Qa Tb/Ta 2.677 * 0.944 = 2.528 Qp = 5.580 Total of 2 streams to confluence: Flow rates before confluence point: 2.677 3.052 Area of streams before confluence: � 1.300 1.600 Results of confluence: Total flow rate = 5.580(CFS) Time of concentration = 10.996 min. Effective stream area after confluence = 2.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 810.000 � **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 54.100(Ft.) _ End of street segment elevation = 50.400(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.994(CFS) Depth of flow = 0.409(Ft.), Average velocity = 2.682(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.549 (Ft. ) ,��-$ Flow velocity = 2.68(Ft/s) Travel time = 2.49 min. TC = 13.48 min. Adding area flow to street � COPM�IERCIAL subarea type Runoff Coefficient = 0.874 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 = 2.000(In/Hr) for a 10.0 year stonn Subarea runoff = 0.752(CFS) for 0.430(Ac.) Total runoff = 6.332(CFS) Total area = 3.330(Ac.) Street flow at end of street = 6.332(CFS) Half street flow at end of stree� = 6.332(CFS) Depth of flow = 0.416(Ft.), Average velocity = 2.718(Ft/s} Flow width (from curb towards crown)= 14.872(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream = 6.332(CFS) Time of concentration = 13.48 min. � Rainfall intensity = 2.000(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 809.000 to Point/Station 810.000 **** INITIAL AREA EVALUATION **** , Znitial area flow distance = 660.000(Ft.) Top {of initial area) elevation = 58.000(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) � Difference in elevation = 7.600(Ft.) Slope = 0.01152 s(percent)= 1.15 TC = k (0.323) * [ (length"'3} / (elevation change) ] �0.2 Initial area time of concentration = 10.587 min. Rainfall intensity = 2.285(In/Hr) for a . 10.0 year stonn APARTMENT subarea type �: - Runoff Coefficient = 0.853 ; -`� 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 5.751tCFS) Total initial stream area = 2.950(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.950(Ac.) Runoff from this stream = 5.751(CFS) � Time of concentration = 10.59 min. Rainfall intensity = 2.285(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.332 13.48 2.000 2 5.751 10.59 2.285 Largest stream flow has longer tir,ie of concentration Qp = 6.332 + sum of Qb Ia/Ib 5.751 * 0.875 = 5.035 Qp = 11.367 Total of 2 streams to confluence: Flow rates before confluence point: 6.332 5.751 Area of streams before confluence: 3.330 2.950 Results of confluence: Total flow rate = 11.367(CFS) Time of concentration = 13.482 min. Effective stream area after confluence = 6.280(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.280(Ac.) Runoff from this stream = 11.367(CFS) � Time of concentration = 13.48 min. Rainfall intensity = 2.000(In/Hr} Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 73.243 21.51 1.547 2 11.367 13.48 2.000 Largest stream flow has longer time of concentration Qp - 73.243 + sum of Qb Ia/Ib 11.367 * 0.773 = 8.792 Qp - 82.035 Total of 2 main streams to confluence: Flow rates before confluence point: 73.243 11.367 Area of streams before confluence: 63.400 6.280 Results of confluence: Total flow rate = 82.035(CFS) � Time of concentration = 21.510 min. - Effective stream area after confluence 69.680{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 42.000(Ft.) Downstream point/station elevation = 36.800(Ft.) Pipe length = 785.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 82.035(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 82.035(CFS) Normal flow depth in pipe = 34.50(In.) Flow top width inside pipe = 32.17(In.) �I�� = Critical Depth = 33.90(In.) �� `- Pipe flow velocity = 9.70(Ft/s) Travel time through pipe = 1.35 min. Time of concentration (TC) = 22.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 Stream flow area = 69.680(Ac.) Runoff from this stream = 82.035(CFS) Time of concentration = 22.86 min. Rainfall intensity = 1.496(In/Hr) >" ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 � **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.623{In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.723 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 �.� RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 19.71 min. Rain intensity = 1.62(In/Hr) Total area = 33.29(Ac.) Total runoff = 41.01(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 33.290(Ac.) Runoff from this stream = 41.010(CFS) Time of concentration = 19.71 min. Rainfall intensity = 1.623(In/Hr) � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 82.035 22.86 1.496 2 41.010 19.71 1.623 Largest stream flow has longer time of concentration Qp = 82.035 + sum of Qb Ia/Ib 41.010 * 0.922 = 37.800 Qp = 119.835 Total of 2 streams to confluence: Flow rates before confluence point: 82.035 41.010 Area of streams before confluence: 69.680 33.290 Results of confluence: Total flow rate = 119.835(CFS) Time of concentration = 22.859 min. Effective stream area after confluence = 102.970(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 36.800(Ft.) Downstream point/station elevation = 34.600(Ft.) Pipe length = 500.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 119.835(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 119.835fCFS) Normal flow depth in pipe = 40.78(In.) ''' _ Flow top width inside pipe = 46.44(In.) Critical Depth = 38.69(In.) Pipe flow velocity = 9.30(Ft/s) Travel time through pipe = 0.90 min. Time of concentration (TC) = 23.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.030 to Point/Station 8.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 102.970(Ac.) Runoff from this stream = 119.835(CFS) Time of concentration = 23.75 min. Rainfall intensity = 1.465(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 811.000 to Point/Station 813.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 525.000(Ft.) Top (of initial area) elevation = 55.700{Ft.? Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.01010 s(percent)= 1.01 TC = k (0.300) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 9.212 min. Rainfall intensity = 2.466(In/Hr) for a 10.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.873 {-� - � � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.572(CFS) Total initial stream area = 0.730(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 813.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.730(Ac.) Runoff from this stream = 1.572(CFS) Time of concentration = 9.21 min. Rainfall intensity = 2.466(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 812.000 to Point/Station 813.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 53.200(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 2.800(Ft.) Slope = 0.00549 s(percent)= 0.55 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 10.286 min. Rainfall intensity = 2.321(In/Hr) for a 10.0 year storin COMMERCIAL subarea type Runoff Coefficient = 0.872 � _!^ Decimal fraction soil group A= 0.000 `'" Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.708(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 813.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.350(Ac.) Runoff from this stream = 0.708(CFS) Time of concentration = 10.29 min. Rainfall intensity = 2.321(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.572 9.21 2.466 2 0.708 10.29 2.321 Largest stream flow has longer or shorter time of concentration Qp = 1.572 + sum of _ Qa Tb/Ta 0.708 * 0.896 = 0.635 4P = 2.207 Total of 2 streams to confluence: Flow rates before confluence point: 1.572 0.708 Area of streams before confluence: 0.730 0.350 � Results of confluence: Total flow rate = 2.207(CFS) Time of concentration = 9.212 min. Effective stream area after confluence = 1.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 815.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 50.400(Ft.) End of street segment elevation = 44.800(Ft.) Length of street segment = 810.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.? Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street f low 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 = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 3.392(CFS) Depth of flow = 0.363(Ft.), Average velocity = 2.095(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.250tFt.) N Flow velocity = 2.10(Ft/s) Travel time = 6.44 min. TC = 15.66 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.867 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.842(In/Hr) for a 10.0 year storm Subarea runoff = 1.854(CFS) for 1.160(Ac.) Total runoff = 4.060(CFS) Total area = 2.240(Ac.) Street flow at end of street = 4.060(CFS) Half street flow at end of street = 4.060(CFS) Depth of flow = 0.382(Ft.), Average velocity = 2.187(Ft/s) Flow width (from curb towards cr�wn)= 13.185(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 815.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.240(Ac.) Runoff from this stream = 4.060(CFS) Time of concentration = 15.66 min. Rainfall intensity = 1.842(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 814.000 to Point/Station 815.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 225.000(Ft.) � . .- Top (of initial area) elevation = 46.100(Ft.) Bottom (of initial area) elevation = 44.800(Ft.? Difference in elevation = 1.300(Ft.) Slope = 0.00578 s(percent)= 0.58 � TC = k (0.300) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 7.339 min. Rainfall intensity = 2.795(In/Hr) for a 10.0 year storm CODM�IERCIAL subarea type . Runoff Coefficient = 0.875 ��- . Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.343(CFS) Total initial stream area = 0.140(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 815.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 0.140(Ac.) Runoff from this stream = 0.343{CFS) Time of concentration = 7.34 min. Rainfall intensity = 2.795(In/Hr) � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.060 15.66 1.842 2 0.343 7.34 2.795 Largest stream flow has longer time of concentration Qp = 4.060 + sum of Qb Ia/Ib 0.343 * 0.659 = 0.226 Qp = 4.286 Total of 2 streams to confluence: Flow rates before confluence point: 4.060 0.343 Area of streams before confluence: 2.240 0.140 Results of confluence: • Total flow rate = 4.286(CFS) Time of concentration = 15.656 min. Effective stream area after confluence = 2.380(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 44.800(Ft.) End of street segment elevation = 42.600(Ft.) ; - Length of street segment = 515.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line {v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 4.980(CFS) Depth of flow = 0.434(Ft.), Average velocity = 1.913(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.762(Ft.) h-�j Flow velocity = 1.91(Ft/s) Travel time = 4.49 min. TC = 20.14 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.870 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 = 1.604(In/Hr) for a 10.0 year storm Subarea runoff = 1.075(CFS) for 0.770(Ac.) Total runoff = 5.361(CFS) Total area = 3.150(Ac.) Street flow at end of street = 5.361(CFS) Half street flow at end of street = 5.361(CFS) Depth of flow = 0.443(Ft.), Average velocity = 1.948(Ft/s) Flow width (from curb towards crown)= 16.229(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 816.000 to Point/Station 816.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.150(Ac_) - - 5 . 3�7�F5 ) - -- Time of concentration = 20.14 min. Rainfall intensity = 1.604(In/Hr) Pr9gra� � now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �Process from Point/Station 817.000 to Point/Station 819.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 455.000{Ft.) Top (of initial area) elevation = 49.700(Ft.) Bottom (of initial area) elevation = 47.000(Ft.) Difference in elevation = 2.700(Ft.) Slope = 0.00593 s(percent)= 0.59 N-l� � i� TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 9.675 min. Rainfall intensity = 2.401(In/Hr) for a 10.0 year stonn CONII�IERCIAL 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 = 1.138(CFS) Total initial stream area = 0.540(Ac.) Pervious area fraction = 0.100 ' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 1 Stream flow area = 0.540(Ac.) Runoff from this stream = 1.138(CFS) Time of concentration = 9.68 min. Rainfall intensity = 2.401(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 818.000 to Point/Station 819.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 51.000(Ft.) Top (of initial area) elevation = 50.300(Ft.) Bottom (of initial area) elevation = 47.000(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.06471 s(percent)= 6.47 TC = k(0.390) * ( (length"'3) / (elevation change) ] �0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 Decimal fraction soil group A= 0.000 �-{- i7 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.910(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 2.100(Ac.) 1 . Runoff from this stream = 5.910(CFS) Time of concentration = 5.00 min. Rainfall intensity = 3.452(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.138 9.68 2.401 2 5.910 5.00 3.452 Largest stream flow has longer or shorter time of concentration Qp = 5.910 + sum of Qa Tb/Ta 1.138 * 0.517 = 0.588 Qp = 6.498 Total of 2 streams to confluence: Flow rates before confluence point: 1.138 5.910 Area of streams before confluence: 0.540 2.100 Results of confluence: Total flow rate = 6.498(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = 2.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 819.000 to Point/Station 820.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.000(Ft.) End of street segment elevation = 42.500(Ft.) • Length of street segment = 835.000(Ft.) . Height of curb above gutter flowline = 6.0(In.} Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.729(CFS) . Depth of flow = 0.476(Ft.), Average velocity = 2.325(Ft/s) Streetflow hydraulics at midpoint of street travel: 'I_�8 Halfstreet flow width = 17.905(Ft.) r � Flow velocity = 2.32(Ft/s) Travel time = 5.99 min. TC = 10.99 min. � Adding area flow to street COrM�IERCIAL subarea type Runoff Coefficient = 0.876 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 = 2.239(In/Hr) for a 10.0 year stonn � .Subarea runoff = 1.962 (CFS) for 1.000 (Ac. ) Total runoff = 8.460(CFS) Total area = 3.640(Ac.) Street flow at end of street = 8.460(CFS) Half street flow at end of street = 8.460(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.377(Ft/s) Flow width (from curb towards crown)= 18.549(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 820.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3.640(Ac.) Runoff from this stream = 8.460(CFS) Time of concentration = 10.99 min. Rainfall intensity = 2.239(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 119.835 23.75 1.465 2 5.361 20.14 1.604 3 8.460 10.99 2.239 Largest stream flow has longer time of concentration Qp = 119.835 + sum of Qb Ia/Ib 5.361 * 0.913 = 4.896 Qb Ia/Ib 8.460 * 0.654 = 5.535 Qp = 130.266 Total of 3 main streams to confluence: Flow rates before confluence point: 119.835 5.361 8.460 Area of streams before confluence: 102.970 3.150 3.640 Results of confluence: Total flow rate = 130.266(CFS) Time of concentration = 23.754 min. Effective stream area after confluence = 109.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.030 to Point/Station 8.040 � **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.600(Ft.) Downstream point/station elevation = 30.000(Ft.) Pipe length = 810.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 130.266(CFS) 1 ' Nearest computed pipe diameter = 51.00(In.) Calculated individual pipe flow = 130.266(CFS) Normal flow depth in pipe = 42.94(In.) Flow top width inside pipe = 37.21(In.) �.� _ � Critical Depth = 40.76(In.) � — Pipe flow velocity = 10.21(Ft/s) Travel time through pipe = 1.32 min. Time of concentration (TC) = 25.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 109.760(Ac.) Runoff from this stream = 130.266(CFS) Time of concentration = 25.08 min. Rainfall intensity = 1.422(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 821.000 to Point/Station 822.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 825.000(Ft.) Top {of initial area) elevation = 42.500(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 4.500(Ft.) S Slope = 0.00545 s(percent)= 0.55 TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 12.484 min. Rainfall intensity = 2.087(In/Hr) for a 10.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.875 �_ � � 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 = 1.826(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 822.000 to Point/Station 822.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000(Ac.} Runoff from this stream = 1.826(CFS) Time of concentration = 12.48 min. � Rainfall intensity = 2.087(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � � 1 130.266 25.08 1.422 2 1.826 12.48 2.087 Largest stream flow has longer time of concentration � Qp = 130.266 + sum of _. Qb Ia/Ib 1.826 * 0.681 = 1.244 Qp = 131.510 Total of 2 streams to confluence: Flow rates before confluence point: 130.266 1.826 Area of streams before confluence: 109.760 1.000 Results of confluence: Total flow rate = 131.510(CFS) Time of concentration = 25.076 min. Effective stream area after confluence = 110.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.000{Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 85.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 131.510(CFS) Nearest computed pipe diameter = 39.00(In.) � Calculated individual pipe flow = 131.510(CFS) � Normal flow depth in pipe = 31.59(In.) Flow top width inside pipe = 30.59(In.) Critical depth could not be calculated. Pipe flow velocity = 18.25(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 25.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 823.000 to Point/Station 824.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 39.500(Ft.) Bottom (of initial area) elevation = 37.500(Ft Difference in elevation = 2.000(Ft.) Slope = 0.00571 s(percent)= 0.57 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 8.777 min. Rainfall intensity = 2.533(In/Hr) for a 10.0 year storm CONIlHERCIAL subarea type Runoff Coefficient = 0.878 �;-L 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 = 1.179(CFS) Total initial stream area = 0.530(Ac.) �� - - Pervious area fraction = 0.100 End of computations, total study area = 111.29 (Ac.} The following figures may be used for a unit hydrograph study of the same area. � Area averaged pervious area fraction(Ap) = 0.448 Area averaged RI index number = 57.0 � � `; o 0 � l �o � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational_Hydrology Study___ File:305I.out ----- -------------------------- TR 29305 HYDROLOGY AREA "I" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stozm 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) Stonn 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 900.000 to Point/Station 901.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 38.800(Ft.) Bottom (of initial area) elevation = 32.100(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00812 s(percent)= 0.81 TC = k(0.390) * [ (length'"3) / (elevation change) ] "0.2 Initial area time of concentration = 14.987 min. Rainfall intensity = 1.887(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 T- � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.725(CFS) Total initial stream area = 3.960(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.00d to Point/Station 902.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 30.400(Ft.) � Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning�s N in gutter = 0.0150 Manning�s N from gutter to grade break = 0.0150 Manning�s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.159(CFS) Depth of flow = 0.446(Ft.), Average velocity = 2.201(Ft/s) Streetflow hydraulics at midpoint of street travel: �„ Halfstreet flow width = 16.370(Ft.) �'� � Flow velocity = 2.20(Ft/s) Travel time = 2.39 min. TC = 17.37 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.758 Decimal fraction soil group A= 0.000 Deciinal 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.740(In/Hr) for a 10.0 year stonn Subarea runoff = 0.792(CFS) for 0.600(Ac.) Total runoff = 6.516(CFS) Total area = 4.560(Ac.) Street flow at end of street = 6.516(CFS) Half street flow at end of street = 6.516(CFS) Depth of flow = 0.453(Ft.), Average velocity = 2.231(Ft/s) Flow width (from curb towards crown)= 16.739(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 9.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 25.000lFt.) � Downstream point/station elevation = 22.000(Ft.) Pipe length 380.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 6.516(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.516(CFS) �.,�� Normal flow depth in pipe = 11.07(In.) ••�- Flow top width inside pipe = 17.52(In.) Critical Depth = 11.85(In.) Pipe flow velocity = 5.71(Ft/s) Travel time through pipe = 1.11 min. � Time of concentration (TC) = 18.48 min. +++++++++++++++++++++++++++++++++++++++�++++++++++++++++++++++++++++++ Process from Point/Station 903.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 37.700(Ft.) Bottom (of initial area) elevation = 32.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00685 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 14.766 min. Rainfall intensity = 1.903(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � n Runoff Coefficient = 0.767 � - ,- 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.544(CFS) Total initial stream area = 3.800(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 904.000 to Point/Station 907.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.700(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 750.00U(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) T -�� Manning�s N in gutter = 0.0150 r � 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 = 7.879(CFS) Depth of flow = 0.458(Ft.), Average velocity = 2.624(Ft/s) � Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.982(Ft.) Flow velocity = 2.62{Ft/s) Travel time = 4.76 min. TC = 19.53 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.752 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.632(In/Hr) for a 10.0 year storm Subarea runoff = 3.926(CFS) for 3.200(Ac.) Total runoff = 9.470(CFS) Total area = 7.000(Ac.? Street flow at end of street = 9.470(CFS) Half street flow at end of street = 9.470tCFS) Depth of flow = 0.483(Ft.), Average velocity = 2.745(Ft/s) Flow width (from curb towards crown)= 18.253(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.000(Ac.) Runoff from this stream = 9.470(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.632(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 905.000 to Point/Station 906.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 940.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 34.100(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00596 s(percent)= 0.60 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.800 min. Rainfall intensity = 1.772(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 '-r� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.327(CFS) Total initial stream area = 2.470(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 906.000 to Point/Station 907.000 � **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown? = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line - 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 4.809(CFS) Depth of flow = 0.391(Ft.), Average velocity = 2.431(Ft/s) Streetflow hydraulics at midpoint of street travel: '_� Halfstreet flow width = 13.637(Ft.) `" W Flow velocity = 2.43(Ft/s) Travel time = 5.76 min. TC = 22.56 min. . Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.744 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.507(In/Hr) for a 10.0 year stonn Subarea runoff = 2.467 (CFS) for 2.200 (Ac. ) � Total runoff = 5.794(CFS) Total area = 4.670(Ac.) Street flow at end of street = 5.794(CFS) Half street flow at end of street = 5.794(CFS) Depth of flow = 0.412(Ft.), Average velocity = 2.543(Ft/s) Flow width (from curb towards crown)= 14.698(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 4.670(Ac.) Runoff from this stream = 5.794(CFS) Time of concentration = 22.56 min. Rainfall intensity = 1.507(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.470 19.53 1.632 2 5.794 22.56 1.507 Largest stream flow has longer or shorter time of concentration � Qp = 9.470 + sum of Qa Tb/Ta 5.794 * 0.866 = 5.016 Qp = 14.486 Total of 2 streams to confluence: - :� Flow rates before confluence point: 9.470 5.794 Area of streams before confluence: � 7.000 4.670 Results of confluence: Total flow rate = 14.486(CFS) Time of concentration = 19.529 min. Effective stream area after confluence = 11.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.670(Ac.) Runoff from this stream = 14.486(CFS) Time of concentration = 19.53 min. Rainfall intensity = 1.632{In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 908.000 to Point/Station 909.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 67.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) � Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.06269 s(percent)= 6.27 TC = k(0.300) * [ (length"'3) / (elevation change) ] "0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 3.452(In/Hr) for a 10.0 year storm COAM�IERCIAL subarea type Runoff Coefficient = 0.883 T 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 = 1.676(CFS) Total initial stream area = 0.550(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 909.000 to Point/Station 911.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 38.000{Ft.) End of street segment elevation = 34.100(Ft.) Length of street segment = 755.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s} of the street Distance from curb to property line = 10.000(Ft.) � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.508(CFS) Depth of flow = 0.456(Ft.), Average velocity = 2.194(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.8'75(Ft.) -� � _ Flow velocity = 2.19(Ft/s) Travel time = 5.74 min. TC = 10.74 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.267(In/Hr) for a 10.0 year storm Subarea runoff = 5.625lCFS) for 3.170(Ac.) Total runoff = 7.302(CFS) Total area = 3.720(Ac.) Street flow at end of street = 7.302(CFS) � Half street flow at end of street = 7.302(CFS) Depth of flow = 0.471(Ft.), Average velocity = 2.256(Ft/s) Flow width (from curb towards crown)= 17.656(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 3.720(Ac.) Runoff from this stream = 7.302(CFS) Time of concentration = 10.74 min. Rainfall intensity = 2.267(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 910.000 to Point/Station 911.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 34.100(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.01095 s(percent)= 1.09 TC = k(0.300) * [ (length"3) / {elevation change) ] "'0.2 '- � � Initial area time of concentration = 10.398 min. Rainfall intensity = 2.307(In/Hr) for a 10.0 year stonn COI�Il�IERCIAL 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 r RI index for soil(AMC 2) = 62.50 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.023(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 2.023(CFS) Time of concentration = 10.40 min. Rainfall intensity = 2.307 (In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.302 10.74 2.267 2 2.023 10.40 2.307 Largest stream flow has longer time of concentration Qp = 7.302 + sum of � Qb Ia/Ib 2.023 * 0.983 = 1.988 Qp = 9.290 Total of 2 streams to confluence: Flow rates before confluence point: 7.302 2.023 Area of streams before confluence: 3.720 1.000 Results of confluence: Total flow rate = 9.290(CFS) Time of concentration = 10.735 min. Effective stream area after confluence = 4.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.} Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on [1� side (s) of the street ,_ �� Distance from curb to property line = 10.000(Ft.) �� Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) ;�� Gutter hike from flowline = 1.900(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 = 10.343(CFS) Depth of flow = 0.488{Ft.), Average velocity = 2.927(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.479(Ft.) Flow velocity = 2.93(Ft/s) _ Travel time = 4.78 min. TC = 15.52 min. �-•�, Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.851(In/Hr) for a 10.0 year storm Subarea runoff = 1.514(CFS) for 1.070(Ac.) Total runoff = 10.804(CFS) Total area = 5.790(Ac.) Street flow at end of street = 10.804(CFS) Half street flow at end of street = 10.804(CFS) Depth of flow = 0.494(Ft.), Average velocity = 2.959(Ft/s) Flow width (from curb towards crown)= 18.796(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.790(Ac.) Runoff from this stream = 10.804(CFS) Time of concentration = 15.52 min. Rainfall intensity = 1.851(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 912.000 to Point/Station 913.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) Bottom (of initial area) elevation = 32.100(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00816 s(percent)= 0.82 TC = k(0.390)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 14.490 min. Rainfall intensity = 1.923(In/Hr) for a 10.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.768 �- �� r 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.723(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 913.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 705.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break tv/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.347(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.440(Ft/s) Streetflow hydraulics at midpoint of street travel: 7_�!_ Halfstreet flow width = 15.757(Ft.) � Flow velocity = 2.44(Ft/s) � Travel time = 4.82 min. TC = 19.31 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.753 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.642(In/Hr) for a 10.0 year storm Subarea runoff = 2.718(CFS) for 2.200(Ac.) Total runoff = 7.442(CFS) Total area = 5.400(Ac.) Street flow at end of street = 7.442(CFS) Half street flow at end of street = 7.442(CFS) Depth of flow = 0.454(Ft.), Average velocity = 2.536(Ft/s) Flow width (from curb towards crown)= 16.781(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.400(Ac.) � Runoff from this stream = 7.442(CFS) Time of concentration = 19.31 min. Rainfall intensity = 1.642(In/Ar) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.804 15.52 1.851 • 2 7.442 19.31 1.642 Largest stream flow has longer or shorter time of concentration Qp = 10.804 + sum of Qa T'b/Ta 7.442 * 0.804 = 5.982 Qp - 16.785 Total of 2 streams to confluence: Flow rates before confluence point: 10.804 7.442 Area of streams before confluence: 5.790 5.400 Results of confluence: Total flow rate = 16.785(CFS) Time of concentration = 15.518 min. Effective stream area after confluence = 11.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.190(Ac.) Runoff from this stream = 16.785(CFS) Time of concentration = 15.52 min. Rainfall intensity = 1.851(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.486 19.53 1.632 2 16.785 15.52 1.851 Largest stream flow has longer or shorter time of concentration Qp = 16.785 + sum of Qa Tb/Ta 14.486 * 0.795 = 11.510 4P = 28.296 Total of 2 main streams to confluence: Flow rates before confluence point: 14.486 16.785 Area of streams before confluence: 11.670 11.190 Results of confluence: � Total flow rate = 28.296(CFS) Time of concentration = 15.518 min. Effective stream area after confluence = 22.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 � Stream flow area = 22.860(Ac.) Runoff from this stream = 28.296(CFS) Time of concentration = 15.52 min. Rainfall intensity = 1.851{In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.682(In/Hr) for a 10.0 year storin SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 18.48 min. Rain intensity = 1.68(In/Hr) Total area = 4.56(Ac.) Total runoff = 6.52(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 9.010 to Point/Station 9.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.560(Ac.) Runoff from this stream = 6.520(CFS) Time of concentration = 18.48 min. Rainfall intensity = 1.682(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.296 15.52 1.851 2 6.520 18.48 1.682 Largest stream flow has longer or shorter time of concentration Qp = 28.296 + sum of Qa Tb/Ta 6.520 * 0.840 = 5.475 Qp = 33.770 Total of 2 streams to confluence: Flow rates before confluence point: 28.296 6.520 . Area of streams before confluence: 22.860 4.560 Results of confluence: Total flow rate = 33.770(CFS) Time of concentration = 15.518 min. Effective stream area after confluence = 27.420(Ac.) J � � � � � � � � �'} �+� � � � � �++�'�'T �T �+++++T �'}+++'�'�+�'�'+T �++'�++++++++++++++++'�'�'� �' + �' �' Process from Point/Station 9.010 to Point/Station 9.020 � **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.800(Ft.) Pipe length = 115.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 33.770(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 33.770(CFS) Nonr►al flow depth in pipe = 20.41 (In. ) Flow top width inside pipe = 27.98(In.) Critical Depth = 23 . 70 ( In. ) �- � = - Pipe flow velocity = 9.50(Ft/s) ''` Travel time through pipe = 0.20 min. Time of concentration (TC) = 15.72 min. End of computations, total study area = 31.98 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.481 Area averaged RI index number = 62.5 � � I000 � � �� Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational Hydrology Study________Date: 10/17/O1 File:305J.out ------------------ ---------------------------- TR 29305 HYDROLOGY AREA "J" 10 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Stonn 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 = 2.360tin/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year stonn 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 1000.000 to Point/Station 1001.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 885.000(Ft.). Top (of initial area) elevation = 48.200(Ft.) Bottom (of initial area) elevation = 38.200(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01130 s(percent)= 1.13 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 14.429 min. Rainfall intensity = 1.927(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.768 � � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.260(CFS) Total initial stream area = 4.230(Ac.) Pervious area fraction = 0.500 � +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++ Process from Point/Station 1001.000 to Point/Station 10.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.200(Ft.) Downstream point/station elevation = 31.500(Ft.) Pipe length = 330.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.260(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 6.260(CFS) Normal flow depth in pipe = 11.29 (In. ) �',° = Flow top width inside pipe = 12.95(In.) Critical Depth = 12.12(In.) Pipe flow velocity = 6.32(Ft/s) Travel time through pipe = 0.87 min. Time of concentration (TC) = 15.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.010 to Point/Station 10.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 • Stream flow area = 4.230(Ac.) Runoff from this stream = 6.260(CFS) Time of concentration = 15.30 min. Rainfall intensity = 1.866(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1003.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 885.000(Ft.) Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 36.700(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 14.97'7 min. Rainfall intensity = 1.888(In/Hr) for a 10.0 year storzn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 �� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.370(CFS) Total initial stream area = 2.330(Ac.) Pervious area fraction = 0.500 �� ` + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 1003.000 to Point/Station 1003.000 **** CONFLUENCE OF MINOR STREAMS **** • Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.330(Ac.) Runoff from this stream = 3.370(CFS) Time of concentration = 14.98 min. Rainfall intensity = 1.888(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1004.000 to Point/Station 1005.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area) elevation = 36.700(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00836 s(percent)= 0.84 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 14.190 min. Rainfall intensity = 1.945(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.769 J� 3 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.559(CFS) Total initial stream area = 2.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.380(Ac.) Runoff from this stream = 3.559(CFS) Time of concentration = 14.19 min. Rainfall intensity = 1.945(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.370 14.98 1.888 2 3.559 14.19 1.945 � Largest stream flow has longer or shorter time of concentration Qp = 3.559 + sum of Qa Tb/Ta 3.370 * 0.947 = 3.193 4P = 6.752 i Q r, ,._ Total of 2 streams to confluence: Flow rates before confluence point: 3.370 3.559 Area of streams before confluence: � 2.330 2.380 Results of confluence: Total flow rate = 6.752(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = 4.710(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.710(Ac.) Runoff from this stream = 6.752(CFS) Time of concentration = 14.19 min. Rainfall intensity = 1.945(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.260 15.30 1.866 2 6.752 14.19 1.945 • Largest stream flow has longer or shorter time of concentration Qp = 6.752 + sum of Qa Tb/Ta 6.260 * 0.928 = 5.806 Qp = 12.558 Total of 2 main streams to confluence: Flow rates before confluence point: 6.260 6.752 Area of streams before confluence: 4.230 4.710 Results of confluence: Total flow rate = 12.558(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = 8.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.010 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 31.500(Ft.) Downstream point/station elevation = 29.500(Ft.) � Pipe length = 375.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 12.558(CFS) Nearest computed pipe diameter - 24.00(In.) Calculated individual pipe flow = 12.558tCFS) Normal f low depth in pipe = 15 . 66 ( In .) r"; r r Flow top width inside pipe = 22.86(In.) J^' Critical Depth = 15.28(In.) Pipe flow velocity = 5.79(Ft/s) ��.y= Travel time through pipe = 1.08 min. Time of concentration (TC) = 15.27 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.940(Ac.} Runoff from this stream = 12.558(CFS) Time of concentration = 15.27 min. Rainfall intensity = 1.868(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1006.000 to Point/Station 1007.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area) elevation = 36.500(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00716 s(percent)= 0.72 TC = k(0.390) * [ (length"'3) / (elevation change) ) �0.2 � Initial area time of concentration = 15.772 min. Rainfall intensity = 1.835(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) �- 4 Runoff Coefficient = 0.763 � , 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.124(CFS) Total initial stream area = 2.230(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1007.000 to Point/Station 1009.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 35.200(Ft.) Length of street segment = 280.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 �-�j 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 = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 3.474(CFS) Depth of flow = 0.387(Ft.?, Average velocity = 1.811(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.418(Ft.) Flow velocity = 1.81(Ft/s) T_7 Travel time = 2.58 min. TC = 18.35 min. ` Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.755 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.688(In/Hr) for a 10.0 year storm Subarea runoff = 0.638(CFS) for 0.500(Ac.) Total runoff = 3.761(CFS) Total area = 2.730(Ac.) Street flow at end of street = 3.761(CFS) Half street flow at end of street = 3.761(CFS) Depth of flow = 0.395(Ft.), Average velocity = 1.845(Ft/s) Flow width (from curb towards crown)= 13.856(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.730(Ac.) Runoff from this stream = 3.761(CFS) Time of concentration = 18.35 min. Rainfall intensity = 1.688(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1008.000 to Point/Station 1009.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 580.000(Ft.) Top (of initial area) elevation = 38.200(Ft.) Bottom (of initial area) elevation = 35.200(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00517 s(percent)= 0.52 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 14.246 min. Rainfall intensity = 1.941(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) T Runoff Coefficient = 0.769 J ` 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.669(CFS) Total initial stream area = 2.460(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.460(Ac.) Runoff from this stream = 3.669(CFS) Time of concentration = 14.25 min. Rainfall intensity = 1.941(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.761 18.35 1.688 2 3.669 14.25 1.941 Largest stream flow has longer time of concentration Qp = 3.761 + sum of Qb Ia/Ib 3.669 * 0.870 = 3.192 Qp = 6.954 Total of 2 streams to confluence: Flow rates before confluence point: � 3.761 3.669 Area of streams before confluence: 2.730 2.460 Results of confluence: Total fl�w rate = 6.954(CFS) Time of concentration = 18.350 min. Effective stream area after confluence = 5.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.200(Ft.) Downstream point/station elevation = 29.500(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.954(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.954(CFS) Nonnal flow depth in pipe = 11.18 (In. ) �lP� Flow top width inside pipe = 17.46(In.) Critical Depth = 12.25(In.) Pipe flow velocity = 6.03(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 18.57 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** _ � The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.190(Ac.) Runoff from this stream = 6.954(CFS) � Time of concentration = 18.57 min. Rainfall intensity = 1.677(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1010.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 35.100(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00708 stpercent)= 0.71 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 14.004 min. Rainfall intensity = 1.959(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) , � Runoff Coefficient = 0.770 � 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 = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 4.402(CFS) Total initial stream area = 2.920(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 1012.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 4.402(CFS) Time of concentration = 14.00 min. Rainfall intensity = 1.959(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1011.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 38.400(Ft.) Bottom (of initial area) elevation = 35.100(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.00673 s{percent)= 0.67 �_� � TC = k (0.390) * [ llength"'3) / (elevation change) ] �0 .2 .,� Initial area time of concentration = 12.632 min. Rainfall intensity = 2.073(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 T-� Decimal fraction soil group D= 0.000 `� RI index for soil(AMC 2) = 62.50 � Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.722(CFS) Total initial stream area = 2.940(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 1012.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 2 Stream flow area = 2.940(Ac.) Runoff from this stream = 4.722(CFS) Time of concentration = 12.63 min. Rainfall intensity = 2.073(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.402 14.00 1.959 2 4.722 12.63 2.073 Largest stream flow has longer or shorter time of concentration Qp - 4.722 + sum of � Qa Tb/Ta 4.402 * 0.902 = 3.970 Qp - 8.693 Total of 2 streams to confluence: Flow rates before confluence point: 4.402 4.722 Area of streams before confluence: 2.920 2.940 Results of confluence: Total flow rate = 8.693(CFS) Time of concentration = 12.632 min. Effective stream area after confluence = 5.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.100(Ft.) Downstream point/station elevation = 29.500(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.693(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.693(CFS) Normal flow depth in pipe = 12 .49(In.) � Flow top width inside pipe = 16.59(In.) F��i Critical Depth = 13.70(In.) Pipe flow velocity = 6.64(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 12.78 min. � C + + + + + + + �' + + + + + �' + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + �--� + + + + + + + + t + + + t + + + + + Process from Point/Station 10.020 to Point/Station 10.020 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 5.860(Ac.) Runoff from this stream = 8.693(CFS) Time of concentration = 12.78 min. Rainfall intensity = 2.060(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.558 15.27 1.868 2 6.954 18.57 1.677 3 8.693 12.78 2.060 Largest stream flow has longer or shorter time of concentration Qp - 12.558 + sum of Qa Tb/Ta 6.954 * 0.822 = 5.718 Qb Ia/Ib 8.693 * 0.907 = 7.883 Qp - 26.159 � Total of 3 main streams to confluence: Flow rates before confluence point: 12.558 6.954 8.693 Area of streams before confluence: 8.940 5.190 5.860 Results of confluence: Total flow rate = 26.159(CFS) Time of concentration = 15.270 min. Effective stream area after confluence = 19.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 29.500(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 315.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 26.159(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 26.159(CFS) Normal flow depth in pipe = 22.15(In.) Flow top width inside pipe = 26.37(In.) �c,r.- Critical Depth = 20.93(In.) � �- � Pipe flow velocity = 6.73(Ft/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 16.05 min. tt+++t+ttt+t+ttt+++t+tt+ttt++tt+ttt+ttt+ttt++t+ttt+++ttt Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 19.990(Ac.) Runoff from this stream = 26.159(CFS) Time of concentration = 16.05 min. Rainfall intensity = 1.817(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1013.000 to Point/Station 1014.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 38.100(Ft.) Bottom (of initial area) elevation = 33.300(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k{0.390)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 14.764 min. Rainfall intensity = 1.903(In/Hr) for a 10.0 year storm SINGLE FAMILY (1/4 Acre Lot) ?_q Runoff Coefficient = 0.767 � � 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 soiltAMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.128(CFS) Total initial stream area = 4.200(Ac_.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1014.000 to Point/Station 10.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 28.500(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.128(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 6.128(CFS) Normal flow depth in pipe = 10.82(In.) Flow top width inside pipe = 17.63(In.) �,�� Critical Depth = 11.48(In.) �t� = Pipe flow velocity = 5.52(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 15.01 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.200(Ac.) Runoff from this stream = 6.128(CFS) Time of concentration = 15.01 min. Rainfall intensity = 1.886(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.159 16.05 1.817 2 6.128 15.01 1.886 Largest stream flow has longer time of concentration Qp - 26.159 + sum of Qb Ia/Ib 6.128 * 0.964 = 5.906 Qp = 32.064 Total of 2 streams to confluence: Flow rates before confluence point: 26.159 6.128 Area of streams before confluence: 19.990 4.200 Results of confluence: Total flow rate = 32.064(CFS) Time of concentration = 16.050 min. Effective stream area after confluence = 24.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 10.030 to Point/Station 11.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 27.900(Ft.) Downstream point/station elevation = 25.000(Ft.) Pipe length = 175.00{Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 32.064(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 32.064(CFS) Normal flow depth in pipe = 18.33(In.) Flow top width inside pipe = 25.21(In.? Critical Depth = 23.39(In.) � �,_ Pipe flow velocity = 11.15 (Ft/s) � �� =- Travel time through pipe = 0.26 min. Time of concentration (TC) = 16.31 min. End of computations, total study area = 24.19 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 62.5 � 1 . �� • \ l D � � , � V � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5_1 � Rational H drolo Stud ________Date: 10/17/O1 File:305k.out Y 9Y Y -------------------------------- ---------------------------- TR 29305 HYDROLOGY AREA "K" 10 YEAR STORM JN 30001 -------------------------------------------------------- ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file -------------------------------------------------------- Lohr + Associates, Inc., Temecula, California - S/N 773 --------------------------------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control � Water Conservation District 1978 hydrology manual Stonn 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 stonn 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) Stonn 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 1100.000 to Point/Station 1101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 49.700(Ft.) Bottom (of initial area) elevation = 43.600(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.01220 s(percent)= 1.22 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 8.698 min. Rainfall intensity = 2.546(In/Hr) for a 10.0 year stonn CONlNlERCIAL subarea type Runoff Coefficient = 0.874 �- � � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.226(CFS) Total initial stream area = 1.900(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1101.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 43.600(Ft.) Downstream point elevation = 32.000lFt.) Channel length thru subarea = 1220.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z� of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 10.509(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 10.509(CFS) Depth of flow = 1.338(Ft.), Average velocity = 5.866(Ft/s) Channel flow top width = 2.677(Ft.) Flow Velocity = 5.87(Ft/s) Travel time = 3.47 min. Time of concentration = 12.16 min. K Sub-Channel No. 1 Critical depth = 1.469(Ft.) � ' ' Critical flow top width = 2.938(Ft.) � � ' Critical flow velocity= 4.872(Ft/s) � � ' Critical flow area = 2.157(Sq.Ft) � Adding area flow to channel CONIl�IERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.117(In/Hr) for a 10.0 year storm Subarea runoff = 10.407{CFS) for 5.650(Ac.) Total runoff = 14.633(CFS) Total area = 7.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.550(Ac.) Runoff from this stream = 14.633(CFS) Time of concentration = 12.16 min. Rainfall intensity = 2.117(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1102.000 to Point/Station 1103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 855.000(Ft.) Top (of initial area) elevation = 45.500(Ft.) Bottom (of initial area) elevation = 39.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00760 s(percent)= 0.76 � ^ TC = k(0.300) * [ (length"3) / (elevation change) ] �0.2 �- = � Initial area time of concentration = 11.850 min. Rainfall intensity = 2.147(In/Hr) for a 10.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.870 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.617(CFS) Total initial stream area = 2.470(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1103.000 to Point/Station 1104.000 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.000(Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 4.617(CFS) Nearest computed pipe diameter = 15.00(In.) � Calculated individual pipe flow = 4.617(CFS) Normal flow depth in pipe = 8.74(In.) Flow top width inside pipe = 14.79(In.} ��p � Critical Depth = 10.45(In.) Pipe flow velocity = 6.22(Ft/s) Travel time through pipe = 1.34 min. Time of concentration (TC? = 13.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 2.470(Ac.) Runoff from this stream = 4.617(CFS) Time of concentration = 13.19 min. Rainfall intensity = 2.025(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1133.000 to Point/Station 1104.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 39.000(Ft.) � Bottom (of initial area) elevation = 32.000(Ft.? Difference in elevation = 7.000(Ft.) Slope = 0.01400 s(percent)= 1.40 TC = k(0.300)*[(length"'3)/(elevation change)]�0.2 '/ Initial area time of concentration = 8.462 min. r�-�- �_ Rainfall intensity = 2.584(In/Hr) for a 10.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 �-,� � Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.325(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 2.800(Ac.) Runoff from this stream = 6.325(CFS) Time of concentration = 8.46 min. Rainfall intensity = 2.584(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 14.633 12.16 2.117 2 4.617 13.19 2.025 3 6.325 8.46 2.584 Largest stream flow has longer or shorter time of concentration Qp = 14.633 + sum of Qa Tb/Ta 4.617 * 0.922 = 4.259 Qb Ia/Ib 6.325 * 0.819 = 5.180 4P = 24.072 Total of 3 streams to confluence: Flow rates before confluence point: 14.633 4.617 6.325 Area of streams before confluence: 7.550 2.470 2.800 Results of confluence: Total flow rate = 24.072(CFS) Time of concentration = 12.165 min. Effective stream area after confluence = 12.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1107.000 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** � Upstream point/station elevation = 27.800(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 75.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 24.072(CFS) Nearest computed pipe diameter = 24.00(In.) S'. :J = Calculated individual pipe flow = 24.072(CFS) No�al flow depth in pipe = 19.08(In.) Flow top width inside pipe = 19.38(In.) F.,� � Critical Depth = 20.83(In.) `"� � Pipe flow velocity = 8.99(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 12.30 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 12.820(Ac.) Runoff from this stream = 24.072(CFS) Time of concentration = 12.30 min. Rainfall intensity = 2.104(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Stati.on 1105.000 to Point/Station 1106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 48.400(Ft.) Bottom (of initial area) elevation = 40.400(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.01270 stpercent)= 1.27 � TC = k(0.710)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 22.400 min. Rainfall intensity = 1.513(In/Hr) for a 10.0 year storm UNDEVELOPED (fair cover) subarea Runoff Coefficient = 0.645 K-� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 - RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.560(CFS) Total initial stream area = 5.700(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.500(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 830.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 5.560(CFS) Nearest computed pipe diameter = 15.00(In.) � Calculated individual pipe flow = 5.560(CFS) Nonnal flow depth in pipe = 11.12(In.) Flow top width inside pipe = 13.14(In.) ('�P � Critical Depth = 11.46(In.) Pipe flow velocity = 5.70(Ft/s) Travel time through pipe = 2.43 min. Time of concentration {TC) = 24.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.700(Ac.? Runoff from this stream = 5.560(CFS) Time of concentration = 24.83 min. Rainfall intensity = 1.430(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min} (In/Hr) 1 24.072 12.30 2.104 2 5.560 24.83 1.430 Largest stream flow has longer or shorter time of concentration Qp - 24.072 + sum of Qa Tb/Ta 5.560 * 0.496 = 2.755 4P = 26.827 Total of 2 streams to confluence: Flow rates before confluence point: 24.072 5.560 � Area of streams before confluence: 12.820 5.700 Results of confluence: Total flow rate = 26.827(CFS) Time of concentration = 12.304 min. Effective stream area after confluence = 18.520(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 11.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevatian = 26.900(Ft.) Downstream point/station elevation = 26.200(Ft.) Pipe length = 70.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 26.827(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 26.827(CFS) Normal flow depth in pipe = 19.41(In.) Flow top width inside pipe = 24.28(In.) P(�'F- Critical Depth = 21.66(In.) Pipe flow velocity = 8.77(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 12.44 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 18.520(Ac.) Runoff from this stream = 26.827(CFS) Time of concentration = 12.44 min. Rainfall intensity = 2.091(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1108.000 to Point/Station 1109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top tof initial area) elevation = 49.000(Ft.) Bottom (of initial area) elevation = 44.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00893 s(percent)= �•89 TC = k(0.300)*[(length�3)/televation change))�0.2 . Initial area time of concentration = 9.688 min. Rainfall intensity = 2.399(In/Hr) for a 10.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.873 �-� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.549(CFS) Total initial stream area = 0.740(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1109.000 to Point/Station 1110.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 44.000(Ft.) End of street segment elevation = 38.300(Ft.) Length of street segment = 600.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 2.052(CFS) Depth of flow = 0.303(Ft.), Average velocity = 2.106(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.251(Ft.) �" � Flow velocity = 2.11(Ft/s) Travel time = 4.75 min. TC = 14.44 min. Adding area flow to street CONlNlERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 K� Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.926(In/Hr) for a 10.0 year stonn Subarea runoff = 0.803(CFS) for 0.480(Ac.) Total runoff = 2.352{CFS) Total area = 1.220(Ac.? Street flow at end of street = 2.352(CFS) Half street flow at end of street = 2.352(CFS) Depth of flow = 0.315(Ft.), Average velocity = 2.173(Ft/s) Flow width (from curb towards crown)= 9.820(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1110.000 to Point/Station 1111.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 38.300(Ft.) End of street segment elevation = 32.000(Ft.) Length of street segment = 645.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 4.309(CFS) Depth of flow = 0.370(Ft.), Average velocity = 2.530(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.589{Ft.) �_� Flow velocity = 2.53(Ft/s) Travel time = 4.25 min. TC = 18.69 min. Adding area flow to street CONIl�lERCIAL subarea type Runoff Coefficient = 0.865 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.672(In/Hr) for a 10.0 year storm Subarea runoff = 2.936 (CFS) for 2.030 (Ac. ) Total runoff = 5.289(CFS) Total area = 3.250(Ac.) Street flow at end of street = 5.289(CFS) Half street flow at end of street = 5.289(CFS) � Depth of flow = 0.392(Ft.), Average velocity = 2.657(Ft/s) Flow width (from curb towards crown}= 13.683(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1111.000 to Point/Station 1111.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 � Stream flow area = 3.250(Ac.) Runoff from this stream = 5.289(CFS) Time of concentration = 18.69 min. Rainfall intensity = 1.672(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 26.827 12.44 2.091 2 5.289 18.69 1.672 Largest stream flow has longer or shorter time of concentration Qp - 26.827 + sum of � Qa Tb/Ta 5.289 * 0.666 = 3.520 Qp = 30.347 Total of 2 streams to confluence: Flow rates before confluence point: 26.827 5.289 Area of streams before confluence: 18.520 3.250 Results of confluence: Total flow rate = 30.347(CFS) � Time of concentration = 12.437 min. Effective stream area after confluence = 21.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.020 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 26.200(Ft.) Downstream point/station elevation = 25.000(Ft.) Pipe length = 110.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 30.347(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 30.347(CFS) Normal flow depth in pipe = 16.62(In.) Flaw top width inside pipe = 35.89(In.) �l� � Critical Depth = 21.40(In.) Pipe flow velocity = 9.52(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 12.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 Stream flow area = 21.770(Ac.) Runoff from this stream = 30.347(CFS) Time of concentration = 12.63 min. Rainfall intensity = 2.074(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 � **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.801(In/Hr) for a 10.0 year stonn CODM�IERCIAL subarea type Runoff Coefficient = 0.867 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ,�� Decimal fraction soil group D= 0.000 �= RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 16.31 min. Rain intensity = 1.80(In/Hr) Total area = 24.19(Ac.) Total runoff = 32.06(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 24.190(Ac.) Runoff from this stream = 32.060(CFS) Time of concentration = 16.31 min. Rainfall intensity = 1.801(In/Hr) � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 30.347 12.63 2.074 2 32.060 16.31 1.801 Largest stream flow has longer time of concentration Qp = 32.060 + sum of Qb Ia/Ib 30.347 * 0.869 = 26.365 Qp = 58.425 Total of 2 streams to confluence: Flow rates before confluence point: 30.347 32.060 Area of streams before confluence: 21.770 24.190 Results of confluence: Total flow rate = 58.425(CFS) Time of concentration = 16.310 min. Effective stream area after confluence = 45.960(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 25.000(Ft.) Downstream point/station elevation = 22.000(Ft.) Pipe length = 424.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 58.425(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 58.425(CFS) � Normal flow depth in pipe = 23.53(In.) Flow top width inside pipe = 47.99(In.) �� C Critical Depth = 27.64(In.) Pipe flow velocity = 9.53(Ft/s) Travel time through pipe = 0.74 min. Time of concentration {TC) = 17.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.960(Ac.) Runoff from this stream = 58.425(CFS) Time of concentration = 17.05 min. Rainfall intensity = 1.758(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1112.000 to Point/Station 1113.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 35.600(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00776 s(percent)= 0.78 TC = k(0.300)*[(length�3)/(elevation change?]�0.2 Initial area time of concentration = 11.772 min. Rainfall intensity = 2.155(In/Hr) for a 10.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.876 (�- � 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 = 1.698(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1113.000 to Point/Station 1116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 35.600(Ft.) End of street segment elevation = 31.700(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown? = 28.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 2.878(CFS) Depth of flow = 0.358(Ft.), Average velocity = 1.856(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.969(Ft.) �'io Flow velocity = 1.86(Ft/s) Travel time = 6.29 min. TC = 18.06 min. Adding area flow to street CONiNlERCIAL subarea type Runoff Coefficient = 0.871 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 = 1.703(In/Hr) for a 10.0 year storm Subarea runoff = 1.855(CFS) for 1.250(Ac.) Total runoff = 3.553(CFS) Total area = 2.150(Ac.) Street flow at end of street = 3.553(CFS) � Half street flow at end of street = 3.553(CFS) Depth of flow = 0.379(Ft.), Average velocity = 1.951(Ft/s) Flow width (from curb towards crown)= 13.050(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.150(Ac.) Runoff from this stream = 3.553(CFS) Time of concentration = 18.06 min. Rainfall intensity = 1.703(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1114.000 to Point/Station 1115.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 37.600(Ft.) Bottom (of initial area) elevation = 34.500(Ft.) Difference in elevation = 3.100(Ft.) Slope = 0.00554 s(percent)= 0.55 � TC = k(0.300) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 10.660 min. Rainfall intensity = 2.276(In/Hr) for a 10.0 year stonn COMMERCIAL subarea type K 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 Initial subarea runoff = 0.998{CFS) Total initial stream area = 0.500(Ac.? Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1115.000 to Point/Station 1116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.500(Ft.) End of street segment elevation = 31.700(Ft.) Length of street segment = 500.000(Ft.? Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 28.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 1.437(CFS) Depth of flow = 0.296(Ft.), Average velocity = 1.584(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.881(Ft.? �-�� Flow velocity = 1.58(Ft/s) Travel time = 5.26 min. TC = 15.92 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 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 = 1.825(In/Hr) for a 10.0 year storm Subarea runoff = 0.701(CFS) for 0.440(Ac.) Total runoff = 1.698(CFS) Total area = 0.940(Ac.) Street flow at end of street = 1.698(CFS) Half street flow at end of street = 1.698(CFS) Depth of flow = 0.310(Ft.), Average velocity = 1.645(Ft/s) Flow width (from curb towards crown)= 9.561(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 0.940(Ac.) Runoff from this stream = 1.698(CFS) Time of concentration = 15.92 min. Rainfall intensity = 1.825(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.553 18.06 1.703 2 1.698 15.92 1.825 Largest stream flow has longer time of concentration Qp = 3.553 + sum of Qb Ia/Ib 1.698 * 0.933 = 1.585 Qp = 5.138 Total of 2 streams to confluence: Flow rates before confluence point: 3.553 1.698 Area of streams before confluence: 2.150 0.940 Results of confluence: Total flow rate = 5.138(CFS) Time of concentration = 18.059 min. Effective stream area after confluence = 3.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1116.000 to Point/Station 1118.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz? = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.471(CFS) Depth of flow = 0.435(Ft.), Average velocity = 2.078(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.858(Ft.) K-(3 Flow velocity = 2.08(Ft/s) Travel time = 3.69 min. TC = 21.75 min. � Adding area flow to street CONII�fERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 Decimal fraction soil group D= 0.900 �-'� RI index for soil(AMC 2) = 73.75 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.538(In/Hr) for a 10.0 year storm � Subarea runoff = 0.541(CFS) for 0.400(Ac.) Total runoff = 5.679(CFS) Total area = 3.490(Ac.) Street flow at end of street = 5.679(CFS) Half street flow at end of street = 5.679(CFS) Depth of flow = 0.440(Ft.), Average velocity = 2.096(Ft/s) Flow width (from curb towards crown)= 16.095(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.490(Ac.) Runoff from this stream = 5.679(CFS) Time of concentration = 21.75 min. Rainfall intensity = 1.538(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1117.000 to Point/Station 1118.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 375.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) �_ Bottom (of initial area) elevation = 29.400(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00507 s(percent)= 0.51 TC = k (0.300) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 9.242 min. Rainfall intensity = 2.462(In/Hr) for a 10.0 year stonn CONIl�IERCIAL subarea type , Runoff Coefficient = 0.878 �' (`y 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 = 0.735(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.340(Ac.) Runoff from this stream = 0.735(CFS) Time of concentration = 9.24 min. . Rainfall intensity = 2.462(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.679 21.75 1.538 � 2 0.735 9.24 2.462 Largest stream flow has longer time of concentration Qp = 5.679 + sum of Qb Ia/Ib 0.735 * 0.625 = 0.459 Qp = 6.138 Total of 2 streams to confluence: Flow rates before confluence point: 5.679 0.735 Area of streams before confluence: 3.490 0.340 Results of confluence: Total flow rate = 6.138(CFS) Time of concentration = 21.749 min. Effective stream area after confluence = 3.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.830(Ac.) � Runoff from this stream = 6.138(CFS) Time of concentration = 21.75 min. Rainfall intensity = 1.538(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1119.000 to Point/Station 1120.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) Bottom (of initial area) elevation = 31.700(Ft.) Difference in elevation = 6.600(Ft.) , Slope = 0.00930 s(percent)= 0.93 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 10.567 min. Rainfall intensity = 2.287(In/Hr) for a 10.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.872 �_(7 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.435(CFS) Total initial stream area = 0.720(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1120.000 to Point/Station 1122.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** '� Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 15.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 1.894(CFS) Depth of flow = 0.324(Ft.), Average velocity = 1.615(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.270 (Ft .) �' lCo Flow velocity = 1.61(Ft/s) Travel time = 4.75 min. TC = 15.32 min. Adding area flow to street CON�fERCIAL subarea type Runoff Coefficient = 0.873 � 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 = 1.865(In/Hr) for a 10.0 year storm Subarea runoff = 0.749(CFS) for 0.460(Ac.) Total runoff = 2.184(CFS) Total area = 1.180tAc.) Street flow at end of street = 2.184(CFS) Half street flow at end of street = 2.184(CFS) Depth of flow = 0.337(Ft.), Average velocity = 1.669(Ft/s) Flow width (from curb towards crown}= 10.911(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 1 Stream flow area = 1.180{Ac.) Runoff from this stream = 2.184(CFS) Time of concentration = 15.32 min. Rainfall intensity = 1.865(In/Hr} � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1121.000 to Point/Station 1122.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 378.000(Ft.) - � Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.400(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0 .00503 s {percent) = 0 .50 - � �- � TC = k(0.300)*[(length"3)/(elevation change)]�0.2 '� ` Initial area time of concentration = 9.287 min. Rainfall intensity = 2.455(In/Hr) for a 10.0 year stonn CON�lERCIAL 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 = 0.819(CFS) � Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 0.819(CFS) Time of concentration = 9.29 min. Rainfall intensity = 2.455(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.184 15.32 1.865 2 0.819 9.29 2.455 Largest stream flow has longer time of concentration Qp = 2.184 + sum of Qb Ia/Ib 0.819 * 0.759 = 0.622 Qp - 2.806 Total of 2 streams to confluence: Flow rates before confluence point: 2.184 0.819 Area of streams before confluence: 1.180 0.380 Results of confluence: Total flow rate = 2.806(CFS) Time of concentration = 15.316 min. Effective stream area after confluence = 1.560(Ac.) e ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.560(Ac.) Runoff from this stream = 2.806(CFS) Time of concentration = 15.32 min. Rainfall intensity = 1.865(In/Hr) � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 58.425 17.05 1.758 2 6.138 21.75 1.538 3 2.806 15.32 1.865 Largest stream flow has longer or shorter time of concentration Qp = 58.425 + sum of Qa Tb/Ta 6.138 * 0.784 = 4.812 Qb Ia/Ib 2.806 * 0.943 = 2.646 Qp - 65.883 Total of 3 main streams to confluence: Flow rates before confluence point: 58.425 6.138 2.806 Area of streams before confluence: 45.960 3.830 1.560 Results of confluence: � Total flow rate = 65.883(CFS) Time of concentration = 17.051 min. Effective stream area after confluence = 51.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.040 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 696.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Reguired pipe flow = 65.883(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 65.883(CFS) Normal flow depth in pipe = 29.86(In.) o �� _ Flow top width inside pipe = 70 . 94 ( In .) `� �� `=- Critical Depth = 25.93(In.) Pipe flow velocity = 5.94(Ft/s) Travel time through pipe = 1.95 min. Time of concentration (TC) = 19.00 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.040 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 51.350(Ac.) Runoff from this stream = 65.883(CFS) Time of concentration = 19.00 min. Rainfall intensity = 1.656(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1123.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 TC = k(0.300)*[(length�3)/(elevation change)]"0.2 Initial area time of concentration = 8.673 min. Rainfall intensity = 2.550(In/Hr) for a 10.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.879 K-�g 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 = 0.672(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.300(Ac.) Runoff from this stream = 0.672(CFS) Time of concentration = 8.67 min. Rainfall intensity = 2.550(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1124.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 2.437(In/Hr) for a 10.0 year storm CONlNIERCIAL subarea type � Runoff Coefficient = 0.878 K' �� 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; Impenrious fraction = 0.900 Initial subarea runoff = 0.770(CFS) Total initial stream area = 0.360(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 0.770(CFS) Time of concentration = 9.42 min. Rainfall intensity = 2.437(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) tIn/Hr) 1 0.672 8.67 2.550 2 0.770 9.42 2.437 Largest stream flow has longer time of concentration Qp = 0.770 + sum of Qb Ia/Ib 0.672 * 0.956 = 0.642 Qp = 1.412 � Total of 2 streams to confluence: Flow rates before confluence point: 0.672 0.770 Area of streams before confluence: 0.300 0.360 Results of confluence: Total flow rate = 1.412(CFS) Time of concentration = 9.417 min. Effective stream area after confluence = 0.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.660(Ac.) Runoff from this stream = 1.412tCFS) Time of concentration = 9.42 min. Rainfall intensity = 2.437(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1126.000 to Point/Station 1128.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.673 min. � Rainfall intensity = 2.550(In/Hr) for a 10.0 year storm CONII�IERCIAL 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 = 0.762(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 ****.CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 0.762(CFS) Time of concentration = 8.67 min. Rainfall intensity = 2.550(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1127.000 to Point/Station 1128.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300) * [ (length"'3) / (elevation change) ) �0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 2.437(In/Hr) for a 10.0 year stonn 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 = 0.856(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.400(Ac.) Runoff from this stream = 0.856(CFS) Time of concentration = 9.42 min. Rainfall intensity = 2.437(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.762 8.67 2.550 2 0.856 9.42 2.437 Largest stream flow has longer time of concentration Qp - 0.856 + sum of Qb Ia/Ib 0.762 * 0.956 = 0.728 Qp = 1.583 Total of 2 streams to confluence: Flow rates before confluence point: 0.762 0.856 Area of streams before confluence: 0.340 0.400 Results of confluence: Total flow rate = 1.583(CFS) Time of concentration = 9.417 min. Effective stream area after confluence = 0.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.740(Ac.) Runoff from this stream = 1.583(CFS) Time of concentration = 9.42 min. Rainfall intensity = 2.437(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 65.883 19.00 1.656 2 1.412 9.42 2.437 3 1.583 9.42 2.437 Largest stream flow has longer time of concentration Qp = 65.883 + sum of Qb Ia/Ib 1.412 * 0.680 = 0.960 Qb Ia/Ib 1.583 * 0.680 = 1.076 4P = 67.919 � Total of 3 main streams to confluence: Flow rates before confluence point: 65.883 1.412 1.583 Area of streams before confluence: 51.350 0.660 0.740 Results of confluence: Total flow rate = 67.919(CFS? � Time of concentration = 19.003 min. - Effective stream area after confluence 52.750(Ac.} +++++++++++++++++++++++++++++++++;++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 29.600(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 785.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 67.919(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 67.919(CFS) �!� v Normal flow depth in pipe = 18.89(In.) Flow top width inside pipe = 63.35(In.) Critical Depth = 26.38(In.} Pipe flow velocity = 11.49(Ft/s) Travel time through pipe = 1.14 min. Time of concentration (TC) = 20.14 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1129.000 to Point/Station 1130.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.100(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 10.316 min. Rainfall intensity = 2.318(In/Hr) for a 10.0 year storm CONIl�lERCIAL 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 Initial subarea runoff = 0.915(CFS) Total initial stream area = 0.450(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1130.000 to Point/Station 1130.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 0.450(Ac.) Runoff from this stream = 0.915(CFS) Time of concentration = 10.32 min. Rainfall intensity = 2.318(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1131.000 to Point/Station 1132.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.100(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 10.316 min. Rainfall intensity = 2.318(In/Hr) for a 10.0 year storm CONIl�IERCIAL subarea type �� Runoff Coefficient = 0.885 K "� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 Decimal fraction soil group D= 0.900 RI index for soil(AMC 2) = 73.75 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.025(CFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1132.000 to Point/Station 1132.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.500(Ac.) Runoff from this stream = 1.025(CFS) Time of concentration = 10.32 min. Rainfall intensity = 2.318(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.915 10.32 2.318 2 1.025 10.32 2.318 Largest stream flow has longer time of concentration Qp = 1.025 + sum of Qb Ia/Ib 0.915 * 1.000 = 0.915 Qp = 1.940 Total of 2 streams to confluence: Flow rates before confluence point: 0.915 1.025 Area of streams before confluence: � 0.450 0.500 Results of confluence: Total flow rate = 1.940(CFS) Time of concentration = 10.316 min. Effective stream area after confluence = 0.950(Ac.) End of computations, total study area = 53.70 (Ac.) _� The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fractiontAp) = 0.196 � Area averaged RI index number = 58.4 � � � , I�R�o � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � Rational H drolo Stud ________Date__10/ File:305PR.out y 3Y Y -------------------------------- -------------------------- TR 29305 HYDROLOGY "PALA ROAD" 10 YEAR STORM JN 30001 ------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------ 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 stonn 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 1200.000 to Point/Station 1201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.500(Ft.) Bottom (of initial area) elevation = 125.000(Ft.) Difference in elevation = 13.500(Ft.) Slope = 0.01350 s(percent)= 1.35 TC = k(0.300)*[(length"'3)/(elevation change}]�0.2 Initial area time of concentration = 11.247 min. Rainfall intensity = 2.210(In/Hr) for a 10.0 year storm COAM�IERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.734(CFS) Total initial stream area = 1.420(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1201.000 to Point/Station 1202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.000(Ft.) End of street segment elevation = 72.400(Ft.) Length of street segment = 3875.000(Ft.) Height of curb above gutter flowline = 6.0(In.i Width of half street (curb to crown) = 44.000(Ft.? Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.739(CFS) Depth of flow = 0.417(Ft.), Average velocity = 3.299(Ft/s) Streetflow hydraulics at midpoint of street travel: Half street flow width = 14.924(Ft.) � Flow velocity = 3.30(Ft/s) Travel time = 19.58 min. TC = 30.82 min. Adding area flow to street CONA�IERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.269(In/Hr} for a 10.0 year stonn Subarea runoff = 5.672(CFS) for 5.200(Ac.) Total runoff = 8.405(CFS) Total area = 6.620(Ac.) Street flow at end of street = 8.405(CFS) Half street flow at end of street = 8.405(CFS) Depth of flow = 0.427(Ft.), Average velocity = 3.366(Ft/s) Flow width (from curb towards crown)= 15.424(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area = 6.620(Ac.) Runoff from this stream = 8.405(CFS) Time of concentration = 30.82 min. Rainfall intensity = 1.269(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** � Rainfall intensity = 1.886(In/Hr) for a 10.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 C��/rJ J RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 15.00 min. Rain intensity = 1.89(In/Hr) Total area = 87.00(Ac.) Total runoff = 65.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 87.000(Ac.) Runoff from this stream = 65.000(CFS) Time of concentration = 15.00 min. Rainfall intensity = 1.886(In/Hr) Summary of stream data : . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.405 30.82 1.269 2 65.000 15.00 1.886 Largest stream flow has longer or shorter time of concentration Qp = 65.000 + sum of Qa Tb/Ta 8.405 * 0.487 = 4.090 Qp = 69.090 Total of 2 streams to confluence: Flow rates before confluence point: 8.405 65.000 Area of streams before confluence: 6.620 87.000 Results of confluence: Total flow rate = 69.090(CFS) Time of concentration = 15.000 min. Effective stream area after confluence = 93.620(Ac.? ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1203.000 to Point/Station 1204.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = �1.400(Ft.) Bottom (of initial area) elevation = 58.300(Ft.) � Difference in elevation = 13.100(Ft.) Slope = 0.01310 s(percent)= 1.31 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 11.315 min. Rainfall intensity = 2.203(In/Hr) for a 10.0 year stonn � CONINIERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.552(CFS) Total initial stream area = 1.330(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1204.000 to Point/Station 1205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 58.300(Ft.) End of street segment elevation = 36.500(Ft.) Length of street segment = 2275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.120(CFS) Depth of flow = 0.410(Ft.), Average velocity = 2.732(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.567(Ft.) Flow velocity = 2.73(Ft/s) Travel time = 13.88 min. TC = 25.20 min. Adding area flow to street CONIl�IERCIAL subarea type Runoff Coefficient = 0.862 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.418(In/Hr) for a 10.0 year stonn Subarea runoff = 4.546 (CFS) for 3.720 (Ac. ) Total runoff = 7.098(CFS) Total area = 5.050(Ac.) � Street flow at end of street = 7.098(CFS) Half street flow at end of street = 7.098(CFS) Depth of flow = 0.427(Ft.), Average velocity = 2.831(Ft/s) Flow width (from curb towards crown)= 15.455(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1205.000 to Point/Station 1205.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 Stream flow area = 5.050(Ac.) Runoff from this stream = 7.098(CFS) Time of concentration = 25.20 min. Rainfall intensity = 1.418(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.532(In/Hr) for a 10.0 year storm CONIlvlERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 8.78 min. Rain intensity = 2.53(In/Hr) Total area = 0.53(Ac.) Total runoff = 1.18(CFS) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 0.530(Ac.) Runoff from this stream = 1.180(CFS) Time of concentration = 8.78 min. Rainfall intensity = 2.532(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.098 25.20 1.418 2 1.180 8.78 2.532 Largest stream flow has longer time of concentration Qp - 7.098 + sum of Qb Ia/Ib 1.180 * 0.560 = 0.661 4P = 7.759 Total of 2 streams to confluence: • Flow rates before confluence point: 7.098 1.180 Area of streams before confluence: 5.050 0.530 Results of confluence: Total flow rate = 7.759(CFS) Time of concentration = 25.196 min. Effective stream area after confluence = 5.580(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1205.000 to Point/Station 1206.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 29.000(Ft.) Length of street segment = 895.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown? = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope f•rom curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 8.899(CFS) Depth of flow = 0.465(Ft.), Average velocity = 2.843(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.354(Ft.) Flow velocity = 2.84(Ft/s? � Travel time = 5.25 min. TC = 30.44 min. Adding area flow to street CONIMERCIAL subarea type Runoff Coefficient = 0.859 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soiltAMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.278(In/Hr) for a 10.0 year storm Subarea runoff = 1.801(CFS) for 1.640(Ac.) Total runoff = 9.560(CFS) Total area = 7.220(Ac.) Street flow at end of street = 9.560(CFS) Half street flow at end of street = 9.560(CFS) Depth of flow = 0.475(Ft.), Average velocity = 2.893(Ft/s) Flow width (from curb towards crown)= 17.849(Ft.) End of computations, total study area = 100.84 (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 = 56.0 � � � � � � ,`-'. �00 � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational Hydrology Study________Date: 10/11/O1 File:305A.out ---------------- ---------------------------- TR 29305 HYDROLOGY AREA "A" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 J 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 141.000(Ft.) Bottom (of initial area) elevation = 131.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390)*((length"3)/(elevation change)]"'0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 2.734(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 �- I 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 19.859(CFS} Total initial stream area = 9.100(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 1.000 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 126.000(Ft.} Downstream point/station elevation = 118.000(Ft.) Pipe length = 770.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 19.859(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 19.859(CFS) Normal flow depth in pipe = 17.18(In.) Flow top width inside pipe = 21.65(In.) '°�'� _ Critical Depth = 19.22(In.) Pipe flow velocity = 8.26(Ft/s) Travel time through pipe = 1.55 min. Time of concentration (TC) = 17.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.100(Ac.) � Runoff from this stream = 19.859tCFS) Time of concentration = 17.08 min. Rainfall intensity = 2.594(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 136.000(Ft.) Bottom (of initial area) elevation = 126.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01389 s(percent)= 1.39 TC = k(0.390)*[(length"3)/(elevation change)�"0.2 Initial area time of concentration = 12.749 min. Rainfall intensity = 3.047(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 Decimal fraction soil group A= 0.000 �_2 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 = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 14.253(CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 126.000(Ft.) � End of street segment elevation = 123.000(Ft.) Length of street segment 320.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2:000(Ft.) Gutter hike from flowline = 1.900(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 = 20.888(CFS) Depth of flow = 0.591(Ft.), Average velocity = 3.609(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.57(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) � _� Flow velocity = 3.61(Ft/s) Travel time = 1.48 min. TC = 14.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.802 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.869(In/Hr) for a 100.0 year stonn Subarea runoff = 12.423(CFS) for 5.400(Ac.) Total runoff = 26.676(CFS) Total area = 11.200(Ac.) Street flow at end of street = 26.676(CFS) Half street flow at end of street = 26.676{CFS) Depth of flow = 0.636(Ft.), Average velocity = 3.846(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.80(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 1.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 119.500(Ft.) Downstream point/station elevation = 118.000(Ft.) � Pipe length = 300.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow - 26.676(CFS) Nearest computed pipe diameter = 30.00(In.) Pc� ` Calculated individual pipe flow = 26.676(CFS) Normal flow depth in pipe = 22.69(In.) Flow top width inside pipe = 25.76(In.) Critical Depth = 21.12(In.) Pipe flow velocity = 6.70(Ft/s) Travel time through pipe = 0.75 min. � Time of concentration (TC) = 14.97 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 11.200(Ac.? Runoff from this stream = 26.676(CFS) Time of concentration = 14.97 min. Rainfall intensity = 2.789(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.859 17.08 2.594 2 26.676 14.97 2.789 Largest stream flow has longer or shorter time of concentration Qp = 26.676 + sum of Qa Tb/Ta 19.859 * 0.877 = 17.408 Qp = 44.084 � Total of 2 streams to confluence: Flow rates before confluence point: 19.859 26.676 Area of streams before confluence: 9.100 11.200 Results of confluence: Total flow rate = 44.084(CFS) Time of concentration = 14.972 min. Effective stream area after confluence = 20.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 118.000(Ft.) Downstream point/station elevation = 115.500(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flOw = 44.084(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 44.084(CFS) Normal flow depth in pipe = 27.61(In.) ;';� � � Flow top width inside pipe = 30.44(In.) Critical Depth = 25.96(In.) � Pipe flow velocity = 7�58(Ft/s) Travel time through pipe = 1.10 min. Time of concentration (TC) - 16.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 1 Stream flow area = 20.300(Ac.) Runoff from this stream = 44.084(CFS) Time of concentration = 16.07 min. Rainfall intensity = 2.683(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.} Top (of initial area) elevation = 132.000(Ft.) Bottom (of initial area) elevation = 125.400(Ft Difference in elevation = 6.600(Ft.) Slope = 0.00660 s(percent)= 0.66 TC = k(0.390) * [ (length"'3) / (elevation change) ] �0.2 Initial area time of concentration = 16.872 min. Rainfall intensity = 2.612tIn/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) a Runoff Coefficient = 0.794 ' 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.792(CFS) Total initial stream area = 5.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 110.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.400(Ft.) End of street segment elevation = 123.300(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.} Slope from gutter to grade break {v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) �-� Gutter hike from flowline = 1.900(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 = 11.134(CFS) Depth of flow = 0.523(Ft.), Average velocity = 2.639(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.13(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.218(Ft.? Flow velocity = 2.64(Ft/s) � Travel time = 2.08 min. TC = 18.96 min. Adding area flow to street CONlNIERCIAL subarea type Runoff Coefficient = 0.878 � _ Decimal fraction soil group A= 0.000 r�`%' Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 Decimal fraction soii group D= 0.000 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.450(In/Hr) for a 100.0 year stonn Subarea runoff = 0.710(CFS) for 0.330(Ac.) Total runoff = 11.501(CFS) Total area = 5.530(Ac.) Street flow at end of street = 11.501(CFS) Half street flow at end of street = 11.501(CFS) Depth of flow = 0.529(Ft.), Average velocity = 2.645(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.43(Ft.) Flow width (from curb towards crown)= 20.518(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.530(Ac.) Runoff from this stream = 11.501(CFS) Time of concentration = 18.96 min. Rainfall intensity = 2.450(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 108.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.300(Ft.) Bottom (of initial area) elevation = 128.300(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01000 s(percent)= 1.00 TC = k(0.390) * [ (length"'3) / (elevation change) ] �0.2 Initial area time of concentration = 15.526 min. Rainfall intensity = 2.734(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.798 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff - 19.859(CFS) Total initial stream area = 9.100(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 128.300(Ft.) End of street segment elevation = 121.300(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.} Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 25.751(CFS) Depth of flow = 0.623(Ft.), Average velocity = 3.903(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.16(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) � Flow velocity = 3.90(Ft/s) �'? � Travel time = 2.99 min. TC = 18.52 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.790 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.482(In/Hr) for a 100.0 year storm Subarea runoff = 10.592(CFS} for 5.400(Ac.) Total runoff = 30.451(CFS) Total area = 14.500(Ac.) Street flow at end of street = 30.451(CFS) Half street flow at end of street = 30.451(CFS) Depth of flow = 0.656(Ft.), Average velocity = 4.077(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow,exceeds top of street crown. Distance that curb overflow reaches into property = 7.78(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 109.000 **** CONFLUENCE OF MINOR STREAMS.**** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 14.500(Ac.) Runoff from this stream = 30.451(CFS) Time of concentration = 18.52 min. Rainfall intensity = 2.482(In/Hr) _; Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 11.501 18.96 2.450 2 30.451 18.52 2.482 Largest stream flow has longer or shorter time of concentration Qp = 30.451 + sum of Qa Tb/Ta 11.501 * 0.977 = 11.234 Qp = 41.685 Total of 2 streams to confluence: Flow rates before confluence point: 11.501 30.451 Area of streams before confluence: 5.530 14.500 Results of confluence: Total flow rate = 41.685(CFS) Time of concentration = 18.515 min. Effective stream area after confluence = 20.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 20.030(Ac.) Runoff from this stream = 41.685(CFS) Time of concentration = 18.52 min. Rainfall intensity = 2.482(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 410.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 123.300(Ft.) Difference in elevation = 2.400(Ft.) Slope = 0.00585 s(percent)= 0.59 TC = k(0.300) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 9.306 min. Rainfall intensity = 3.623(In/Hr) for a 100.0 year storm CONII�IERCIAL 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 = 1.665(CFS) Total initial stream area = 0.520(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 112.000 to Point/Station 112.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.520(Ac.) Runoff from this stream = 1.665(CFS) Time of concentration = 9.31 min. Rainfall intensity = 3.623(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 44.084 16.07 2.683 2 41.685 18.52 2.482 3 1.665 9.31 3.623 Largest stream flow has longer or shorter time of concentration Qp = 44.084 + sum of Qa Tb/Ta 41.685 * 0.868 = 36.183 Qb Ia/Ib 1.665 * 0.740 = 1.233 Qp = 81.500 � Total of 3 main streams to confluence: Flow rates before confluence point: 44.084 41.685 1.665 Area of streams before confluence: 20.300 20.030 0.520 Results of confluence: Total flow rate = 81.500(CFS) Time of concentration = 16.071 min. Effective stream area after confluence = 40.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 115.500(Ft.) Downstream point/station elevation = 113.100(Ft.) Pipe length = 90.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 81.500(CFS? Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 81.500(CFS) Normal flow depth in pipe = 25.50(In.) � Flow top width inside pipe = 27.66(In.) PIP � Critical depth could not be calculated. Pipe flow velocity = 16.54(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 16.16 min. End of computations, total study area = 40.85 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.492 � Area averaged RI index number = 62.5 � � _ � C � loo � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � Rational H drolo Stud ________Date: 06/07/O1 File:305B.out Y gY Y -------------------------------- ------------------------------- TR 29305 HYDROLOGY AREA "B" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Inforination ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 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 stonn 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 201.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 111.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00723 s(percent)= 0.72 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 15.377 min. Rainfall intensity = 2.749(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 � _ 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 19.756(CFS) Total initial stream area = 9.000(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 2.000 **** PIPEFLOW TRAVEL TIME (Program estimated size? **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 104.600(Ft.) Pipe length = 350.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 19.756(CFS} Nearest computed pipe diameter = 27:00(In.) Calculated individual pipe flow = 19.756(CFS) Nonnal flow depth in pipe = 22.36 (In. ) ;�� Flow top width inside pipe = 20.37(In.) � Critical Depth = 18.67(In.) Pipe flow velocity = 5.61(Ft/s) Travel time through pipe = 1.04 min. Time of concentration (TC) = 16.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.000(Ac.) � Runoff from this stream = 19.756(CFS) Time of concentration = 16.42 min. Rainfall intensity = 2.652(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 117.000(Ft.) Bottom (of initial area) elevation = 112.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00833 s(percent)= 0.83 TC = k(0.390)*[(length"3)/{elevation change)]"'0.2 Initial area time of concentration = 13.127 min. Rainfall intensity = 2.999(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.805 r�. _ r ' 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 = 0.500; Impervious fraction = 0.500 . Initial subarea runoff = 10.866(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 112.000(Ft.) � End of street segment elevation = 109.100(Ft.) Length of street segment 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020. Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 16.299(CFS) Depth of flow = 0.593(Ft.), Average velocity = 2.776(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.67(Ft.? Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.78(Ft/s) �'� Travel time = 3.18 min. TC = 16.31 min. Adding area flow to street � SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.796 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.661(In/Hr) for a 100.0 year stonn Subarea runoff = 9.533 (CFS) for 4.500 (Ac. ) Total runoff = 20.399(CFS) Total area = 9.000(Ac.) Street flow at end of street = 20.399(CFS) Half street flow at end of street = 20.399(CFS) Depth of flow = 0.635(Ft.), Average velocity = 2.942(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 6.74(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 � Stream flow area = 9.000(Ac.) Runoff from this stream = 20.399(CFS) Time of concentration = 16.31 min. Rainfall intensity = 2.661(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS� (min) (In/Hr) � 1 19.756 16.42 2.652 2 20.399 16.31 2.661 Largest stream flow has longer or shorter time of concentration Qp = 20.399 + sum of Qa Tb/Ta 19.756 * 0.993 = 19.626 Qp = 40.025 Total of 2 streams to confluence: Flow rates before confluence point: 19.756 20.399 Area of streams before confluence: 9.000 9.000 Results of confluence: Total flow rate = 40.025(CFS} Time of concentration = 16.309 min. Effective stream area after confluence = 18.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 104.600(Ft.) Downstream point/station elevation = 102.800(Ft.) � Pipe length = 400.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow 40.025(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 40.025(CFS) Normal flow depth in pipe = 26.58 (In. ) �'li'� Flow top width inside pipe = 31.65(In.) Critical Depth = 24.72(In.) Pipe flow velocity = 7.16(Ft/s) Travel time through pipe = 0.93 min. Time of concentration (TC) = 17.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++±+++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 18.000(Ac.) Runoff from this stream = 40.025(CFS) Time of concentration = 17.24 min. Rainfall intensity = 2.581(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 120.000(Ft.) Bottom (of initial area) elevation = 112.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.01194 s(pe=cent)= 1.19 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 � Initial area time of concentration = 12.767 min. Rainfall intensity = 3.045(In/Hr) for a 100.0 year storm S SINGLE FAMILY (1/4 Acre Lot) �_ ! Runoff Coefficient = 0.806 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.049(CFS) Total initial stream area = 4.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 112.000(Ft.) End of street segment elevation = 107.000(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 16.574(CFS) Depth of flow = 0.555(Ft.), Average velocity = 3.358(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.77(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) �_ Flow velocity = 3.36(Ft/s) Travel time = 2.73 min. TC = 15.50 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.737(In/Hr) for a 100.0 year stonn Subarea runoff = 9.551(CFS) for 4.500(Ac.) Total runoff = 20.600(CFS) Total area = 9.000(Ac.) Street flow at end of street = 20.600(CFS) Half street flow at end of street = 20.600(CFS) Depth of flow = 0.592(Ft.), Average velocity = 3.555(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.58(Ft.) � Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 207.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 9.000(Ac.) Runoff from this stream = 20.600(CFS) Time of concentration = 15.50 min. Rainfall intensity = 2.737(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 40.025 17.24 2.581 2 20.600 15.50 2.737 Largest stream flow has longer time of concentration Qp = 40.025 + sum of Qb Ia/Ib 20.600 * 0.943 = 19.427 Qp = 59.452 � Total of 2 streams to confluence: Flow rates before confluence point: 40.025 20.600 Area of streams before confluence: 18.000 9.000 Results of confluence: Total flow rate = 59.452(CFS) Time of concentration = 17.240 min. Effective stream area after confluence = 27.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 109.000(Ft.) Bottom (of initial area) elevation = 102.500(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00650 s(percent)= 0.65 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 16.923 min. Rainfall intensity = 2.608(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 g -� S Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.678(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 2.020 **** PIPEFLOW TRAVEL TIME (Program estimated size? **** Upstream point/station elevation = 97.500(Ft.) Downstream point/station elevation = 95.600(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 14.678(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 14.678(CFS) Normal flow depth in pipe = 17 . 74 ( In .) ;''( °=_ Flow top width inside pipe = 25.63(In.) Critical Depth = 16.01(In.) Pipe flow velocity = 5.29(Ft/s) Travel time through pipe = 1.57 min. Time of concentration (TC} = 18.50 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 , � Stream flow area = 7.300(Ac.) Runoff from this stream = 14.678(CFS) Time of concentration = 18.50 min. Rainfall intensity = 2.483(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 845.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 100.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00639 s(percent)= 0.64 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.874 min. Rainfall intensity = 2.701(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 �-� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.666(CFS) Total initial stream area - 5.100(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.100(Ac.) Runoff from this stream = 10.666(CFS) Time of concentration = 15.87 min. Rainfall intensity = 2.701(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.678 18.50 2.483 2 10.666 15.87 2.701 Largest stream flow has longer time of concentration Qp = 14.678 + sum of Qb Ia/Ib 10.666 * 0.919 = 9.805 Qp = 24.483 Total of 2 streams to confluence: Flow rates before confluence point: 14.678 10.666 Area of streams before confluence: 7.300 5.100 Results of confluence: � Total flow rate = 24.483(CFS) Time of concentration = 18.497 min. Effective stream area after confluence = 12.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 95.600(Ft.) Downstream point/station elevation = 89.500(Ft.) Pipe length = 470.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 24.483(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 24.483(CFS) Normal flow depth in pipe = 18.66(In.) �I� � Flow top width inside pipe = 19.97(In.) Critical Depth = 20.98(In.) Pipe flow velocity = 9.33(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 19.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.400(Ac.) Runoff from this stream = 24.483(CFS) Time of concentration = 19.34 min. - Rainfall intensity = 2.423(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 212.000 to Point/Station 213.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 830.000(Ft.) Top (of initial area) elevation = 103.000(Ft.? Bottom (of initial area) elevation = 97.100(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00711 s(percent)= 0.71 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.429 min. Rainfall intensity = 2.744(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.776 J_ � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 13.833(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 213.000 to Point/Station 2.030 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 92.100(Ft.) Downstream point/station elevation = 89.500(Ft.) Pipe length = 480.00(Ft.? Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 13.833(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.833(CFS? Normal flow depth in pipe = 16.71(In.) � � Flow top width inside pipe = 22.07(In.} Critical Depth = 16.07(In.) Pipe flow velocity = 5.93(Ft/s? Travel time through pipe = 1.35 min. Time of concentration (TC) = 16.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUFNCE OF MINOR STREAMS **** Along Main Stream number: 2 in non►�►al stream number 1 Stream flow area = 6.500(Ac.} � Runoff from this stream = 13.833(CFS) Time of concentration = 16.78 min. Rainfall intensity = 2.620(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ��= Process from Point/Station 214.000 to Point/Station 2�5.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 770.000(Ft.) � Top (of initial area) elevation = 99.700tFt.) Bottom (of initial area) elevation = 94.500(Ft.) Difference in elevation = 5.200(Ft.) Slope = 0.00675 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.127 min. Rainfall intensity = 2.774(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 '_ a Decimal fraction soil group A= 0.000 �- ` Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.771(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 215.000 to Point/Station 215.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 • Stream flow area = 5.000(Ac.) Runoff from this stream = 10.771(CFS} Time of concentration = 15.13 min. Rainfall intensity = 2.774(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.833 16.78 2.620 2 10.771 15.13 2.774 Largest stream flow has longer time of concentration Qp = 13.833 + sum of Qb Ia/Ib 10.771 * 0.945 = 10.174 Qp = 24.007 ' Total of 2 streams to confluence: Flow rates before confluence point: 13.833 10.771 Area of streams before confluence: 6.500 5.000 Results of confluence: Total flow rate = 24.007(CFS) � Time of concentration = 16.779 min. Effective stream area after confluence = 11.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 � Stream flow area = 11.500(Ac.) Runoff from this stream = 24.007(CFS) Time of concentration = 16.78 min. Rainfall intensity = 2.620(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 24.483 19.34 2.423 2 24.007 16.78 2.620 Largest stream flow has longer time of concentration Qp - 24.483 + sum of Qb Ia/Ib 24.007 * 0.925 = 22.205 Qp - 46.688 Total of 2 main streams to confluence: Flow rates before confluence point: 24.483 24.007 Area of streams before confluence: 12.400 11.500 � Results of confluence: Total flow rate = 46.688(CFS) Time of concentration = 19.336 min. Effective stream area after confluence = 23.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 89.500(Ft.) Downstream point/station elevation = 79.200(Ft.) Pipe length = 480.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 46.688(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 46.688(CFS) Nonnal flow depth in pipe = 22.92(In.) a ,F � Flow top width inside pipe = 19.34(In.) Critical depth could not be calculated. Pipe flow velocity = 12.98tFt/s} Travel time through pipe = 0.62 min. Time of concentration (TC) = 19.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 2.040 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 23.900(Ac.} Runoff from this stream = 46.688(CFS) Time of concentration = 19.95 min. Rainfall intensity = 2.382(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 216.000 to Point/Station 217.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 99.500(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) Difference in elevation = 10.900(Ft.) Slope = 0.01090 s(percent)= 1.09 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.261 min. Rainfall intensity = 2.760(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.776 �_� Decimal fraction soil group A= 0.000 �v Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.998(CFS) Total initial stream area = 7.000(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 217.000 to Point/Station 217.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 7.000(Ac.) Runoff from this stream = 14.998(CFS) Time of concentration = 15.26 min. Rainfall intensity = 2.760(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min} (In/Hr) 1 46.688 19.95 2.382 2 14.998 15.26 2.760 Largest stream flow has longer time of concentration Qp = 46.688 + sum of Qb Ia/Ib 14.998 * 0.863 = 12.942 Qp = 59.630 Total of 2 streams to confluence: Flow rates before confluence point: � 46.688 14.998 Area of streams before confluence: 23.900 7.000 Results of confluence: Total flow rate = 59.630{CFS) Time of concentration = 19.953 min. Effective stream area after confluence = 30.900(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 218.000 to Point/Station 219.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top fof initial area) elevation = 89.000(Ft.> Bottom (of initial area) elevation = 82.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00630 s(percent)= 0.63 TC = k(0.323)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 14.104 min. Rainfall intensity = 2.883(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.852 �_�I Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 17.438(CFS} Total initial stream area = 7.100(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 219.000 to Point/Station 2.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.700(Ft.) Downstream point/station elevation = 61.000(Ft.) Pipe length = 860.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 17.438(CFS? Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.438(CFS) Normal flow depth in pipe = 14.09(In.) Flow top width inside pipe = 19.74(In.) ��?i Critical Depth = 18.33(In.) Pipe flow velocity = 10.18(Ft/s) Travel time through pipe = 1.41 min. Time of concentration (TC) = 15.51 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** CONFLUENCE OF MZNOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 7.100(Ac.) Runoff from this stream = 17.438(CFS) Time of concentration = 15.51 min. � Rainfall intensity = 2.736(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 221.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft.) Top (of initial area? elevation = 80.000(Ft.) Bottom (of initial area) elevation = 74.000(Ft.) � Difference in elevation = 6.000{Ft.) Slope = 0.00619 s(percent)= 0.62 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.988 min. Rainfall intensity = 3.016(In/Hr) for a 100.0 year storm CONIl�IERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 i•� Decimal fraction soil group B= 1.000 R r '� Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 18.248(CFS) Total initial stream area = 6.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 221.000 to Point/Station 222.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 74.000(Ft.) End of street segment elevation = 72.000(Ft.) Length of street segment = 290.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 24.992(CFS) Depth of flow = 0.533(Ft.), Average velocity = 2.816(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.65(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20 . 000 (Ft . ) � - � �, Flow velocity = 2.82(Ft/s) Travel time = 1.72 min. TC = 14.70 min. Adding area flow to street CODM�IERCIAL subarea type Runoff Coefficient = 0.876 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ��= Rainfall intensity = 2.817(In/Hr) for a 100.0 year storm Subarea runoff = 12.581(CFS) for 5.100(Ac.) Total runoff = 30.829(CFS) Total area = 12.000(Ac.) Street flow at end of street = 30.829(CFS) � Half street flow at end of street = 15.414(CFS) Depth of flow = 0.566(Ft.), Average velocity = 2.976(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.30(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 222.000 to Point/Station 222.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 12.OQ0(Ac.) Runoff from this stream = 30.829(CFS) Time of concentration = 14.70 min. Rainfall intensity = 2.817(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.438 15.51 2.736 2 30.829 14.70 2.817 � Largest stream flow has longer or shorter time of concentration Qp = 30.829 + sum of Qa Tb/Ta 17.438 * 0.948 = 16.530 Qp = 47.359 Total of 2 streams to confluence: Flow rates before confluence point: 17.438 30.829 Area of streams before confluence: 7.100 12.000 Results of confluence: Total flow rate = 47.359(CFS) Time of concentration = 14.705 min. Effective stream area after confluence = 19.100(Ac.) End of computations, total study area = 77.00 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.410 Area averaged RI index number = 57.9 � r � C � OO � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational Hydrology Study________Date: 06/07/O1 File:305C.out ------------------ ---------------------------- TR 29305 HYDROLOGY AREA "C' $00 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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,Ttnc,Rnch Callorco ] area used. 10 year stonn 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year stonn 10 minute intensity = 3.480(In/Hr) � 100 year stonn 60 minute intensity = 1.300(In/Hr) Stonn event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 301.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top {of initial area) elevation = 136.000(Ft.) Bottom (of initial area) elevation = 120.000(Ft.) Difference in elevation = 16.000(Ft.) Slope = 0.02133 s(percent)= 2.13 TC = k(0.390)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 11.893 min. Rainfall intensity = 3.166(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.788 � � � Decimal fraction soil group A= 0.000 `� � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 15.970(CFS) Total initial stream area = 6.400(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 120.000(Ft.) End of street segment elevation = 116.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 21.459(CFS) Depth of flow = 0.611(Ft.), Average velocity = 3.404(Ft/s) ,� �, Warning: depth of flow exceeds top of curb �"� Note: depth of flow exceeds top of street crown. � Distance that curb overflow reaches into property = 5.54(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.40(Ft/s) Travel time = 2.25 min. TC = 14.15 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.878(In/Hr) for a 100.0 year storm Subarea runoff = 9.876(CFS) for 4.400(Ac.) Total runoff = 25.846(CFS) Total area = 10.800(Ac.) Street flow at end of street = 25.846(CFS) Half street flow at end of street = 25.846(CFS) Depth of flow = 0.646(Ft.), Average velocity = 3.572(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 7.30(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 3.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 111.000(Ft.) Downstream point/station elevation = 108.500(Ft.) Pipe length = 250.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 25.846(CFS) � Nearest computed pipe diameter =- 27.00(In.) Calculated individual pipe flow 25.846(CFS) Nonnal flow depth in pipe - 18 .84(In .) Flow top width inside pipe = 24.79(In.) Critical Depth = 21.30(In.) Pipe flow velocity = 8.72(Ft/s) Travel time through pipe = 0.48 min. Time of concentration (TC) = 14.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norm3l stream number 1 Stream flow area = 10.800(Ac.) Runoff from this stream = 25.846(CFS) Time of concentration = 14.62 min. Rainfall intensity = 2.826(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 303.000 to Point/Station 304.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) � Top (of initial area) elevation = 142.000(Ft.) Bottom (of initial area) elevation = 129.400(Ft.) Difference in elevation = 12.600(Ft.) Slope = 0.01938 s(percent)= 1.94 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 11.448 min. Rainfall intensity = 3.233(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = Q.790 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 16.599(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 304.000 to Point/Station 305.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 129.400(Ft.) � End of street segment elevation = 118.500(Ft.) Length of street segment 720.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) �- � Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 � Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 24.771(CFS) Depth of flow = 0.470(Ft.), Average velocity = 3.854(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.593(Ft.) Flow velocity = 3.85(Ft/s) C � Travel time = 3.11 min. TC = 14.56 min. � Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.832(In/Hr) for a 100.0 year storm Subarea runoff = 14.112(CFS) for 6.400(Ac.) Total runoff = 30.712(CFS} Total area = 12.900(Ac.) Street flow at end of street = 30.712(CFS) Half street flow at end of street = 15.356(CFS) � Depth of flow = 0.501(Ft.), Average velocity = 4.055(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.07(Ft.} Flow width (from curb towards crown)= 19.152(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 305.000 to Point/Station 3.000 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 113.500(Ft.) Downstream point/station elevation = 108.500(Ft.) Pipe length = 830.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 30.712(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 30.712(CFS) Nonnal flow depth in pipe = 23 .67 (In. ) �' cr Flow top width inside pipe = 24.48(In.) Critical Depth = 22.66(In.) Pipe flow velocity = 7.39(Ft/s) Travel time through pipe = 1.87 min. Time of concentration (TC) = 16.43 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 3.000 to Point/Station 3.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 12.900(Ac.) Runoff from this stream = 30.712(CFS) ��7 Time of concentration = 16.43 min. Rainfall intensity = 2.650(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 25.846 14.62 2.826 2 30.712 16.43 2.650 Largest stream flow has longer time of concentration Qp = 30.712 + sum of Qb Ia/Ib 25.846 * 0.938 = 24.238 Qp = 54.950 Total of 2 streams to confluence: Flow rates before confluence point: 25.846 30.712 Area of streams before confluence: 10.800 12.900 Results of confluence: Total flow rate = 54.950(CFS) Time of concentration = 16.434 min. Effective stream area after confluence = 23.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 3.020 • **** PIPEFLOW TRAVEL TIMF (Program estimated size) **** Upstream point/station elevation = 108.500(Ft.) Downstream point/station elevation = 106.400(Ft.) Pipe length = 160.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 54.950(CFS) Nearest computed pipe diameter = 33.00(In.) Calculated individual pipe flow = 54.950(CFS) Normal f low depth in pipe = 24 . 63 ( In .) �- � �` Flow top width inside pipe = 28.71(In.) Critical Depth = 28.98(In.) Pipe flow velocity = 11.55(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 16.67 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 23.700(Ac.) Runoff from this stream = 54.950(CFS) Time of concentration = 16.67 min. � Rainfall intensity = 2.630(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 31.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 180.000(Ft.) � Bottom (of initial area) elevation = 135.000(Ft.) Difference in elevation = 45.000(Ft.) Slope = 0.04891 s(percent)= 4.89 TC = k(0.530)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 14.856 min. Rainfall intensity = 2.801(In/Hr) for a 100.0 year stonn UNDEVELOPED (poor cover) subarea � , Runoff Coefficient = 0.793 �"' : Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.668(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station 307.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 126.000(Ft.) End of street segment elevation = 120.000(Ft.) � Length of street segment = 640.000(Ft.) Height of curb above gutter flowline 6.0{In.} Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 4.668(CFS) Depth of flow = 0.379(Ft.), Average velocity = 2.538(Ft/s) Streetflow hydraulics at midpoint of street travel: � ;!- Half street f low width = 13 .124 ( Ft . } ` '� ` � Flow velocity = 2.54(Ft/s) Travel time = 4.20 min. TC = 19.06 min. Adding area flow to street CONIMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) - 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.443(In/Hr) for a 100.0 year stonn Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 4.668(CFS) Total area = 2.100(Ac.) Street flow at end of street = 4.668(CFS) Half street flow at end of street = 4.668(CFS) Depth of flow = 0.379(Ft.), Average velocity = 2.538(Ft/s) � Flow width (from curb towards crown)= 13.124(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.100(Ac.? Runoff from this stream = 4.668(CFS) Time of concentration = 19.06 min. Rainfall intensity = 2.443(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 306.000 to Point/Station 307.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 126.000(Ft.? Bottom (of initial area) elevation = 120.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00682 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 15.927 min. � Rainfall intensity = 2.696(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) ,� _ Runoff Coefficient = 0.774 �.-; Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 18.575(CFS) Total initial stream area = 8.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 307.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 8.900(Ac.) Runoff from this stream = 18.575(CFS) Time of concentration = 15.93 min. Rainfall intensity = 2.696(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.668 19.06 2.443 2 18.575 15.93 2.696 Largest stream flow has longer or shorter time of concentration Qp = 18.575 + sum of Qa Tb/Ta � 4.668 * 0.836 = 3.901 QP = 22.476 Total of 2 streams to confluence: Flow rates before confluence point: 4.668 18.575 Area of streams before confluence: 2.100 8.900 Results of confluence: Total flow rate = 22.476(CFS) Time of concentration = 15.927 min. Effective stream area after confluence = 11.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 307.000 to Point/Station 3.010 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 115.000(Ft.) Downstream point/station elevation = 106.900(Ft.) Pipe length = 760.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 22.476(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 22.476(CFS) �,�� r Nonnal flow depth in pipe = 18.89tIn.) `- Flow top width inside pipe = 19.65(In.) � Critical Depth = 20.27(In.) Pipe flow velocity = 8.47(Ft/s) Travel time through pipe = 1.50 min. Time of concentration (TC) = 17.42 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 11.000(Ac.) Runoff from this stream = 22.476(CFS) Time of concentration = 17.42 min. Rainfall intensity = 2.566(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 308.000 to Point/Station 309.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 121.200(Ft.) Bottom (of initial area) elevation = 112.1o0(Ft.) Difference in elevation = 9.100(Ft.) � Slope = 0.00910 s(percent)= 0.91 TC = k(0.390) * ( (length"'3) / (elevation change) ] "0.2 `°_ � Initial area time of concentration = 15.822 min. Rainfall intensity = 2.706(In/Hr) for a 100.0 year storn► SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 =_! Decimal fraction soil group C= 0.000 '' Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 14.040(CFS) Total initial stream area = 6.700(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 309.000 to Point/Station 309.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.700(Ac.) Runoff from this stream = 14.040(CFS) Time of concentration = 15.82 min. Rainfall intensity = 2.706(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 22.476 17.42 2.566 2 14.040 15.82 2.706 Largest stream flow has longer time of concentration � Qp - 22.476 + sum of Qb Ia/Ib 14.040 * 0.948 = 13.316 4P = 35.792 Total of 2 streams to confluence: Flow rates before confluence point: 22.476 14.040 Area of streams before confluence: 11.000 6.700 Results of confluence: Total flow rate = 35.792(CFS) Time of concentration = 17.423 min. Effective stream area after confluence = 17.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.900(Ft.) Downstream point/station elevation = 106.400(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 35.792(CFS) Nearest computed pipe diameter = 30.00(In.) . Calculated individual pipe flow = 35.792(CFS) Normal flow depth in pipe = 21.70(In.) `" Flow top width inside pipe = 26.84(In.) � ` Critical Depth = 24.35(In.) Pipe flow velocity = 9.42(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 17.51 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 3.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 17.700(Ac.) Runoff from this stream = 35.792(CFS) Time of concentration = 17.51 min. Rainfall intensity = 2.559(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 54.950 16.67 2.630 2 35.792 17.51 2.559 Largest stream flow has longer or shorter time of concentration Qp = 54.950 + sum of Qa T'b/Ta 35.792 * 0.952 = 34.062 4P = 89.012 Total of 2 main streams to confluence: Flow rates before confluence point: � 54.950 35.792 Area of streams before confluence: 23.700 17.700 Results of confluence: Total flow rate = 89.012(CFS) Time of concentration = 16.665 min. Effective stream area after confluence = 41.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.400(Ft.) Downstream point/station elevation = 101.900(Ft.) Pipe length = 320.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 89.012(CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 89.012(CFS) Nonnal flow depth in pipe = 29 .16 ( In. ) �;-- � Flow top width inside pipe = 33.88(In.) — Critical Depth = 35.01(In.) Pipe flow velocity = 13.37(Ft/s) � Travel time through pipe = 0.40 min. Time of concentration (TC) = 17.06 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 � r. **** CONFLUENCE OF MAZN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 � Stream flow area = 41.400{Ac.) Runoff from this stream = 89.012(CFS) Time of concentration = 17.06 min. Rainfall intensity = 2.596(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 33.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 640.000(Ft.) Top (of initial area) elevation = 176.000(Ft.) Bottom (of initial area) elevation = 121.000(Ft.) Difference in elevation = 55.000(Ft.) Slope = 0.08594 s(percent)= 8.59 TC = k(0.530)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.479 min. Rainfall intensity = 3.228(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.806 ��_!� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.944(CFS) Total initial stream area = 1.900(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 33.000 to Point/Station 311.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 116.000(Ft.) End of street segment elevation = 111.000(Ft.) Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ,o ' Gutter width = 2.000(Ft.) v Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 � Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.183(CFS) Depth of flow = 0.451(Ft.), Average velocity = 2.455(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.644(Ft.) Flow velocity = 2.46(Ft/s) Travel time = 5.16 min. TC = 16.64 min. Adding area flow to street � SINGLE FAMILY (1/4 Acre Lot) - Runoff Coefficient = 0.772 Decimal fraction soil group A- 0.000 �^ Decimal fraction soil group B= 1.000 �� Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.632(In/Hr) for a 100.0 year storm Subarea runoff = 14.425(CFS) for 7.100(Ac.) Total runoff = 19.370(CFS) Total area = 9.000(Ac.) Street flow at end of street = 19.370(CFS) Half street flow at end of street = 9.685(CFS) Depth of flow = 0.494(Ft.), Average velocity = 2.649(Ft/s) Flow width (from curb towards crown)= 18.808(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 311.000 to Point/Station 3.030 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 102.100(Ft.) Pipe length = 740.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 19.370(CFS) Nearest computed pipe diameter = 27.00(In.) � Calculated individual pipe flow = 19.370(CFS) Normal flow depth in pipe = 19.31 (In. ) �►;' � Flow top width inside pipe = 24.37(In.) Critical Depth = 18.48(In.) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 1.94 min. Time of concentration (TC) = 18.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.000(Ac.) Runoff from this stream = 19.370(CFS) Time of concentration = 18.58 min. Rainfall intensity = 2.477(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 312.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) � Top (of initial area) elevation = 113.000(Ft.) Bottom (of initial area) elevation = 107.600(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0 . 00593 s (percent) = 0 .59 � _ $ TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 16.596 min. Rainfall intensity = 2.636(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 Decimal fraction soil group A= 0.000 `-� � Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 13.227(CFS) Total initial stream area = 6.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.500(Ac.) Runoff from this stream = 13.227(CFS) Time of concentration = 16.60 min. Rainfall intensity = 2.636(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 19.370 18.58 2.477 2 13.227 16.60 2.636 Largest stream flow has longer time of concentration Qp = 19.370 + sum of Qb Ia/Ib 13.227 * 0.940 = 12.431 Qp = 31.801 Total of 2 streams to confluence: Flow rates before confluence point: 19.370 13.227 Area of streams before confluence: 9.000 6.500 Results of confluence: Total flow rate = 31.801(CFS) Time of concentration = 18.578 min. Effective stream area after confluence = 15.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 3.040 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 102.100(Ft.) Downstream point/station elevation = 101.900(Ft.) � Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow 31.801(CFS) Nearest computed pipe diameter = 33.00(In.) .�,� _ Calculated individual pipe flow = 31.801(CFS) Nonnal flow depth in pipe = 25.69(In.) Flow top width inside pipe = 27.41{In.) Critical Depth = 22.51(In.) Pipe flow velocity = 6.41(Ft/s) Travel time through pipe = 0.13 min. � Time of concentration (TC) = 18.71 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 15.500(Ac.) Runoff from this stream = 31.801(CFS) Time of concentration = 18.71 min. Rainfall intensity = 2.468(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min} (In/Hr) 1 89.012 17.06 2.596 2 31.801 18.71 2.468 Largest stream flow has longer or shorter time of concentration Qp = 89.012 + sum of Qa Tb/Ta 31.801 * 0.912 = 29.006 Qp = 118.018 � Total of 2 main streams to confluence: Flow rates before confluence point: 89.012 31.801 Area of streams before confluence: 41.400 15.500 Results of confluence: Total flow rate = 118.018(CFS) Time of concentration = 17.064 min. Effective stream area after confluence = 56.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.040 to Point/Station 3.070 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 101.900(Ft.) Downstream point/station elevation = 93.600(Ft.) Pipe length = 520.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 118.018(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 118.018(CFS) ��,✓_ Normal flow depth in pipe = 32.02(In.) •• =- � Flow top width inside pipe = 35.76(In.) Critical Depth = 38.82(In.) Pipe flow velocity = 15.00(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 17.64 min. . � J � +��'�+��+T ��TT ��+�'��++'��+�T ��T++�++�+�'��+'�++T �++++++'�'�+++++++++ Process from Point/Station 3.070 to Point/Station 3.070 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 56.900(Ac.) Runoff from this stream = 118.018(CFS) Time of concentration = 17.64 min. Rainfall intensity = 2.549(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 34.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 590.000(Ft.) Top (of initial area) elevation = 146.000(Ft.) Bottom (of initial area) elevation = 125.700(Ft.) Difference in elevation = 20.300(Ft.) Slope = 0.03441 s(percent)= 3.44 TC = k(0.530)*[tlength"3)/(elevation change)J�0.2 Initial area time of concentration = 13.344 min. Rainfall intensity = 2.972(In/Hr) for a 100.0 year stonn UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.799 ��`� Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.324(CFS) Total initial stream area = 1.400(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 1.400(Ac.) Runoff from this stream = 3.324(CFS) Time of concentration = 13.34 min. Rainfall intensity = 2.972(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** � Rainfall intensity = 2.617(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: � TC = 16.82 min. Rain intensity = 2.62(In/Hr) Total area = 62.70(Ac.) Total runoff = 129.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 62.700(Ac.) Runoff from this stream = 129.000(CFS) Time of concentration = 16.82 min. Rainfall intensity = 2.617(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.324 13.34 2.972 2 129.000 16.82 2.617 Largest stream flow has longer time of concentration Qp = 129.000 + sum of Qb Ia/Ib 3.324 * 0.880 = 2.926 � Qp = 131.926 Total of 2 streams to confluence: Flow rates before confluence point: 3.324 129.000 � Area of streams before confluence: 1.400 62.700 Results of confluence: Total flow rate = 131.926(CFS) Time of concentration = 16.820 min. Effective stream area after confluence = 64.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 3.050 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 106.000(Ft.) Downstream point/station elevation = 99.000(Ft.) Pipe length = 830.00(Ft.? Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 131.926(CFS) Nearest computed pipe diameter = 48.00(In.) Calculated individual pipe flow = 131.926(CFS) Norma� flow depth in pipe = 39.38(In.) Flow top width inside pipe = 36.86(In.) r •"'= . � � Critical Depth = 41.18(In.) � Pipe flow velocity = 11.97(Ft/s) Travel time through pipe = 1.16 min. Time of concentration (TC) = 17.98 min. _. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.050 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 1 Stream flow area = 64.100(Ac.) Runoff from this stream = 131.926(CFS) Time of concentration = 17.98 min. Rainfall intensity = 2.523(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 313.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 930.000(Ft.) Top (of initial area) elevation = 112.000(Ft.) Bottom (of initial area? elevation = 104.000(Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.00860 s(percent)= 0.86 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 15.543 min. Rainfall intensity = 2.733(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot? � v Runoff Coefficient = 0.775 � - � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C�= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12 .288 (CFS) Total initial stream area = 5.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.800(Ac.) Runoff from this stream = 12.288(CFS) Time of concentration = 15.54 min. Rainfall intensity = 2.733(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 314.000 to Point/Station 315.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 890.000(Ft.) Top (of initial area) elevation = 110.00OtFt.) Bottom (of initial area) elevation = 104.000(Ft.) � Difference in elevation = 6.000(Ft.) Slope = 0.00674 s(percent)= 0.67 ., TC = k(0.390} * [ (length"'3) / (elevation change) ] �0.2 �- -�� Initial area time of concentration = 16.035 min. Rainfall intensity = 2.686(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.774 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 :� r Decimal fraction soil group C= 0.000 `" � � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.600(CFS) Total initial stream area = 5.100(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 315.000 to Point/Station 315.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 3 Stream flow area = 5.100(Ac.) Runoff from this stream = 10.600(CFS) Time of concentration = 16.03 min. Rainfall intensity = 2.686(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 131.926 17.98 2.523 2 12.288 15.54 2.733 � 3 10.600 16.03 2.686 Largest stream flow has longer time of concentration Qp = 131.926 + sum of Qb Ia/Ib 12.288 * 0.923 = 11.343 Qb Ia/Ib 10.600 * 0.939 = 9.954 Qp = 153.224 Total of 3 streams to confluence: Flow rates before confluence point: 131.926 12.288 10.600 Area of streams before confluence: 64.100 5.800 5.100 Results of confluence: Total flow rate = 153.224(CFS) Time of concentration = 17.976 min. Effective stream area after confluence = 75.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.050 to Point/Station 3.060 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 99.000(Ft.) � Downstream point/station elevation = 94.000(Ft.) Pipe length 710.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 153.224(CFS} Nearest computed pipe diameter = 54.00(In.) i � r r Calculated individual pipe flow = 153.224(CFS) � Normal flow depth in pipe = 41.16(In.) Flow top width inside pipe = 45.98(In.) Critical Depth = 43.54(In.) Pipe flow velocity = 11.78tFt/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 18.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 75.000(Ac.) Runoff from this stream = 153.224(CFS) Time of concentration = 18.98 min. Rainfall intensity = 2.448(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 316.000 to Point/Station 318.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom (of initial area) elevation = 99.800(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00639 s(percent)= 0.64 TC = k(0.390) * [ (length"'3) / (elevation change) ) �0.2 Initial area time of concentration = 16.774 min. Rainfall intensity = 2.620(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot? �° _ � � Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.906(CFS) Total initial stream area = 4.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 4.900(Ac.) Runoff from this stream = 9.906(CFS) Time of concentration = 16.77 min. Rainfall intensity = 2.620(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 317.000 to Point/Station 318.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 106.000(Ft.) Bottom {of initial area) elevation = 99.800(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00620 s(percent)= 0.62 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 � Initial area time of concentration = 17.084 min. Rainfall intensity = 2.594(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) -� ,� Runof f Coef f icient = 0. 771 -� �- Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.793(CFS) Total initial stream area = 6.400(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 318.000 to Point/Station 318.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 3 Stream flow area = 6.400(Ac.) Runoff from this stream = 12.793(CFS) Time of concentration = 17.08 min. Rainfall intensity = 2.594(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 153.224 18.98 2.448 2 9.906 16.77 2.620 3 12.793 17.08 2.594 Largest stream flow has longer time of concentration Qp - 153.224 + sum of Qb Ia/Ib 9.906 * 0.934 = 9.255 Qb Ia/Ib 12.793 * 0.944 = 12.074 Qp = 174.553 Total of 3 streams to confluence: Flow rates before confluence point: 153.224 9.906 12.793 Area of streams before confluence: 75.000 4.900 6.400 Results of confluence: Total flow rate = 174.553(CFS) Time of concentration = 18.980 min. Effective stream area after confluence = 86.300(Ac.) +++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.060 to Point/Station 3.070 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 94.000(Ft.) Downstream point/station elevation = 93.600(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 174.553(CFS) Nearest computed pipe diameter = 54.00(In.) Calculated individual pipe flow = 174.553(CFS) Normal flow depth in pipe = 43.88(In.) - _ Flow top width inside pipe = 42.15(In.) Critical Depth = 46.03(In.) Pipe flow velocity = 12.61tFt/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 19.05 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.070 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 86.300(Ac.) Runoff from this stream = 174.553(CFS) Time of concentration = 19.05 min. Rainfall intensity = 2.444(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 118..018 17.64 2.549 2 174.553 19.05 2.444 Largest stream flow has longer time of concentration Qp = 174.553 + sum of Qb Ia/Ib 118.018 * 0.959 = 113.148 4P = 287.701 Total of 2 main streams to confluence: Flow rates before confluence point: 118.018 174.553 Area of streams before confluence: 56.900 86.300 Results of confluence: Total flow rate = 287.701(CFS) Time of concentration = 19.046 min. Effective stream area after confluence = 143.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.070 to Point/Station 3.100 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 93.600(Ft.) Downstream point/station elevation = 81.900(Ft.) Pipe length = 800.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 287.701(CFS) �,,� _. Nearest computed pipe diameter = 57.00(In.) •' _ Calculated individual pipe flow = 287.701(CFS) Normal flow depth in pipe = 49.69(In.) Flow top width inside pipe = 38 .12 (In. ) • � - �_ Critical depth could not be calculated. � Pipe flow velocity = 17.57(Ft/s) Travel time through pipe = 0.76 min. Time of concentration (TC) = 19.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 37.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 780.000(Ft.) Top (of initial area) elevation = 148.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft.) Difference in elevation = 48.000(Ft.) Slope = 0.06154 s(percent)= 6.15 TC = k(0.530) * [ (length'"3) / (elevation change) ] "0.2 Initial area time of concentration = 13.283 min. Rainfall intensity = 2.979(In/Hr) for a 100.0 year stonn UNDEVELOPED (poor cover) subarea ,� , Runoff Coefficient = 0.799 J`- Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 � Initial subarea runoff = 3.809(CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 37.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 95.700(Ft.) Length of street segment = 370.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880 (In. ? �-r�:-. � 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 = 3.809(CFS) Depth of flow = 0.348(Ft.), Average velocity = 2.625(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.552(Ft.? Flow velocity = 2.63(Ft/s) Travel time = 2.35 min. TC = 15.63 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 _-- -_ Decimal fraction soil group B= 1.000 "' ` D e c i m a l f r a c t i o n s o i l g r o u p C= 0. 0 0 0 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.724(In/Hr) for a 100.0 year stonn Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 3.809(CFS) Total area = 1.600(Ac.) Street flow at end of street = 3.809(CFS) Half street flow at end of street = 3.809(CFS) Depth of flow = 0.348(Ft.), Average velocity = 2.625(Ft/s) Flow width (from curb towards crown)= 11.552(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 1.600(Ac.) Runoff from this stream = 3.809(CFS) Time of concentration = 15.63 min. Rainfall intensity = 2.724(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 38.000 to Point/Station 39.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000(Ft.) Top tof initial area) elevation = 160.000(Ft.) Bottom (of initial area) elevation = 98.000(Ft.) Difference in elevation = 62.000(Ft.) Slope = 0.08857 s(percent)= 8.86 TC = k(0.530)*[(length"'3)/(elevation change)�"0.2 Initial area time of concentration = 11.827 min. Rainfall intensity = 3.176(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.805 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 ��_� Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.200(CFS} Total initial stream area = 3.600(Ac.) Pervious area fraction = 1.000 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 39.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 100.000(Ft.) End of street segment elevation = 95.700(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.? Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz? = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 9.200(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.577(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.583 (Ft. ) � �� '� . Flow velocity = 2.58(Ft/s} Travel time = 4.40 min. TC = 16.22 min. Adding area flow to street CONII�lERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.669(In/Hr) for a 100.0 year stonn Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 9.200(.CFS) Total area = 3.600(Ac.) Street flow at end of street = 9.200(CFS) Half street flow at end of street = 9.200(CFS) Depth of flow = 0.488(Ft.), Average velocity = 2.577(Ft/s) Flow width (from curb towards crown)= 18.583(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.600(Ac.) Runoff from this stream = 9.200(CFS) Time of concentration = 16.22 min. Rainfall intensity = 2.669(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 319.000 to Point/Station 320.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 102.000(Ft.) Bottom (of initial area) elevation = 95.700(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00887 s(percent)= 0.89 , TC = k(0.390)*[(length"3)/(elevation change)]�0.2 ---�- Initial area time of concentration = 13.866 min. Rainfall intensity = 2.910(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 �-'_ Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 13.860(CFS) Total initial stream area = 6.100(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 6.100(Ac.) Runoff from this stream = 13.860(CFS) Time of concentration = 13.87 min. Rainfall intensity = 2.910(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) • 1 3.809 15.63 2•724 2 9.200 16.22 2.669 3 13.860 13.87 2.910 Largest stream flow has longer or shorter time of concentration Qp - 13.860 + sum of Qa Tb/Ta 3.809 * 0.887 = 3.379 Qa Tb/Ta 9.200 * 0.855 = 7.863 Qp = 25.102 Total of 3 streams to confluence: Flow rates before confluence point: 3.809 9.200 13.860 Area of streams before confluence: 1.600 3.600 6.100 Results of confluence: Total flow rate = 25.102(CFS) Time of concentration = 13.866 min. Effective stream area after confluence = 11.300(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 3.080 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** i Upstream point/station elevation = 90.800(Ft.) Downstream point/station elevation = 84.900(Ft.) Pipe length = 920.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 25.102 (CFS) r` ,�, L Nearest computed pipe diameter = 27.00tIn.) :-� Calculated individual pipe flow = 25.102(CFS) Normal flow depth in pipe = 22.45(In.) Flow top width inside pipe = 20.21(In.) Critical Depth = 21.01(In.) r-��- _ � Pipe flow velocity = 7.11(Ft/s) —' Travel time through pipe = 2.16 min. Time of concentration (TC) = 16.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station 3.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 11:300(Ac.) Runoff from this stream = 25.102(CFS) Time of concentration = 16.02 min. Rainfall intensity = 2.687(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 321.000 to Point/Station 322.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 99.400(Ft.) Bottom (of initial area) elevation = 94.000(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00667 s(percent)= 0.67 � TC = k(0.390) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 15.477 min. Rainfall intensity = 2.739(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runof f Coef f icient = 0. 776 �. -�� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 16.356(CFS) Total initial stream area = 7.700(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 322.000 to Point/Station 325.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 94.000(Ft.) End of street segment elevation = 90.900(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) � Distance from crown to crossfall grade break = 18.000(Ft.? Slope from gutter to grade break (v/hz) = 0.079 , Slope from grade break to crown {v/hz) = 0.020 Street flow is on [2] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.900(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 = 17.206(CFS) Depth of flow = 0.492(Ft.), Average velocity = 2.379(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.701(Ft.) Flow velocity = 2.38(Ft/s) Travel time = 4.06 min. TC = 19.54 min. ,� ,^ Adding area flow to street :.''„ CONII�IERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.409(In/Hr) for a 100.0 year stonn Subarea runoff = 1.682 (CFS) for 0.800 (Ac. ) Total runoff = 18.038tCFS) Total area = 8.500(Ac.) Street flow at end of street = 18.038(CFS) Aalf street flow at end of street = 9.019(CFS) Depth of flow = 0.499(Ft.), Average velocity = 2.407(Ft/s) Flow width (from curb towards crown)= 19.049(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 8.500(Ac.) Runoff from this stream = 18.038(CFS) Time of concentration = 19.54 min. Rainfall intensity = 2.409(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 323.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 98.000(Ft.) Bottom (of initial area) elevation = 90.900(Ft.) Difference in elevation = 7.100(Ft.) Slope = 0.00740 s(percent)= 0.74 TC = k(0.390)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 16.225 min. Rainfall intensity = 2.669(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � _�c� Runoff Coefficient = 0.773 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 �-: Initial subarea runoff = 15.063(CFS) Total initial stream area = 7.300(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 7.300(Ac.) Runoff from this stream = 15.063(CFS) Time of concentration = 16.22 min. Rainfall intensity = 2.669(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 324.000 to Point/Station 325.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 98.000(Ft.) Bottom (of initial area) elevation = 90.400(Ft.) Difference in elevation = 7.600(Ft.? Slope = 0.00760 s(percent)= 0.76 TC = k(0.390)*[(length"3)/(elevation change?J�0.2 Initial area time of concentration = 16.402 min. Rainfall intensity = 2.653(In/Hr) for a 100.0 year storm SINGLE FAMILY {1/4 Acre Lot) � Runoff Coefficient = 0.773 �'�a Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 16.193(CFS) Total initial stream area = 7.900(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 325.000 to Point/Station 325.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 7.900(Ac.) Runoff from this stream = 16.193(CFS) Time of concentration = 16.40 min. Rainfall intensity = 2.653(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 25.102 16.02 2.687 2 18.038 19.54 2.409 3 15.063 16.22 2.669 4 16.193 16.40 2.653 Largest stream flow has longer or shorter time of concentration Qp = 25.102 + sum of Qa Tb/Ta 18.038 * 0.820 = 14.792 � Qa T'b/Ta 15.063 * 0.988 = 14.876 Qa Tb/Ta 16.193 * 0.977 = 15.819 Qp = 70.590 Total of 4 streams to confluence: Flow rates before confluence point: 25.102 18.038 15.063 16.193 Area of streams before confluence: 11.300 8.500 7.300 7.900 Results of confluence: Total flow rate = 70.590(CFS) Time of concentration = 16.023 min. Effective stream area after confluence = 35.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.080 to Point/Station 3.090 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 84.900(Ft.) Downstream point/station elevation = 82.300(Ft.? Pipe length = 460.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 70.590(CFS) � Nearest computed pipe diameter =- 42.00(In.) Calculated individual pipe flow 70.590(CFS) Nonnal flow depth in pipe = 32.16 (In. ) �" :` ;� Flow top width inside pipe = 35.58{In.) Critical Depth = 31.60(In.) . Pipe flow velocity = 8.93(Ft/s) Travel time through pipe = 0.86 min. Time of concentration (TC) = 16.88 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.090 ' **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.000(Ac.) Runoff from this stream = 70.590(CFS) Time of concentration = 16.88 min. Rainfall intensity = 2.611(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 326.000 to Point/Station 328.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 84.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 114.000(Ft.) Difference in elevation = 11.700(Ft.) =�� Slope = 0.13929 s(percent)= 13.93 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. � Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm CONII�lERCIAL subarea type Runoff Coefficient = 0.885 -o . Decimal fraction soil group A= 0.000 �--'� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.060(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 0.900(Ac.? Runoff from this stream = 4.060(CFS) Time of concentration = 5.00 min. Rainfall intensity = 5.099(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 327.000 to Point/Station 328.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 790.000(Ft.) Top (of initial area) elevation = 118.500(Ft.) Bottom (of initial area) elevation = 114.200(Ft.} Difference in elevation = 4.300{Ft.) Slope = 0.00544 s(percent)= 0.54 TC = k(0.300) * [ (length"'3) / (elevation change) ) '"0.2 Initial area time of concentration = 12.275 min. Rainfall intensity = 3.112(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runof f Coef f icient = 0. 877 �'(8 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.003(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 328.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 .a Stream flow area = 1.100(Ac.) Runoff from this stream = 3.003(CFS) Time of concentration = 12.27 min. Rainfall intensity = 3.112(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.060 5.00 5.099 2 3.003 12.27 3.112 Largest stream flow has longer or shorter time of concentration Qp = 4.060 + sum of Qa Tb/Ta 3.003 * 0.407 = 1.223 Qp - 5.283 Total of 2 streams to confluence: Flow rates before confluence point: 4.060 3.003 Area of streams before confluence: 0.900 1.100 Results of confluence: Total flow rate = 5.283(CFS) Time of concentration = 5.000 min. Effective stream area after confluence = 2.000(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 328.000 to Point/Station 330.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 114.000(Ft.) End of street segment elevation = 104.300(Ft.) Length of street segment = 680.000(Ft.) � Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning�s N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.604(CFS) Depth of flow = 0.396(Ft.), Average velocity = 3.236(Ft/s) Streetflow hydraulics at midpoint of street travel: ` Halfstreet flow width = 13.865(Ft.) � Flow velocity = 3.24(Ft/s) � Travel time = 3.50 min. TC = 8.50 min. Adding area flow to street CONII�lERCIAL subarea type Runoff Coefficient = 0.881 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 - . Decimal fraction soil group C= 0.000 ,� v Decimal fraction soil group D= 0.000 `.-,, RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.808(In/Hr) for a 100.0 year stonn Subarea runoff = 3.353 (CFS) for 1.000 (Ac. ) Total runoff = 8.636(CFS) Total area = 3.000(Ac.) Street flow at end of street = 8.636(CFS) Half street flow at end of street = 8.b36(CFS) Depth of flow = 0.427(Ft.), Average velocity = 3.452(Ft/s) Flow width (from curb towards crown)= 15.438(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.000(Ac.) Runoff from this stream = 8.636(CFS) Time of concentration = 8.50 min. Rainfall intensity = 3.808(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 329.000 to Point/Station 330.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 108.200(Ft.) Bottom (of initial area) elevation = 104.300(Ft.) Difference in elevation = 3.900(Ft.) Slope = 0.00542 s(percent)= 0.54 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 11.839 min. Rainfall intensity = 3.174(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 �_"0 Decimal fraction soil group B= 1.000 �' Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soiltAMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.786(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 330.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 � Stream flow area = 1.000(Ac.) Runoff from this stream = 2.786(CFS) Time of concentration = 11.84 min. Rainfall intensity = 3.174(In/Hr) Summary of stream data : JL1CCi�il ClUW 1Gil..0 1L. � tCQ1lliCiil li�:..CilAl�.j -S _ No. (CFS) (min) (In/Hr) -`� 1 8.636 8.50 3.808 2 2.786 11.84 3.174 Largest stream flow has longer or shorter time of concentration � Qp = 8.636 + sum of Qa Tb/Ta 2.786 * 0.718 = 2.001 Qp = 10.637 Total of 2 streams to confluence: Flow rates before confluence point: 8.636 2.786 Area of streams before confluence: 3.000 1.000 Results of confluence: Total flow rate = 10.637(CFS) Time of concentration = 8.502 min. Effective stream area after confluence = 4.000(Ac.? + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + y + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 330.000 to Point/Station 332.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 104.300(Ft.? End of street segment elevation = 92.300(Ft.) Length of street segment = 825.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) � Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 12.232(CFS) Depth of flow = 0.470(Ft.), Average velocity = 3.785(Ft/s) Streetflow hydraulics at midpoint of street travel: � rr Halfstreet flow width = 17.651 (Ft . ) �" -'' Flow velocity = 3.78(Ft/s) Travel time = 3.63 min. TC = 12.14 min. Adding area flow to street CONIl�iERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 � Rainfall intensity = 3.131{In/Hr) for a 100.0 year storm Subarea runoff = 3.297 (CFS) for 1.200 (Ac. ) ; \ �- Total runoff = 13.934(CFS) Total area = 5.200(Ac.) Street flow at end of street = 13.934(CFS) Half street flow at end of street = 13.934(CFS) Depth of flow = 0.488(Ft.}, Average velocity = 3.907(Ft/s) � Flow width (from curb towards crown)= 18.573(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.00G **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.200(Ac.) Runoff from this stream = 13.934(CFS) Time of concentration = 12.14 min. Rainfall intensity = 3.131(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 331.000 to Point/Station 332.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 96.600(Ft.) Bottom (of initial area) elevation = 92.500(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00837 s(percent)= 0.84 TC = k(0.390)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 12.096 min. � Rainfall intensity = 3.137(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) -� Runoff Coefficient = 0.787 L- �� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.421(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 332.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 2.600(Ac.) Runoff from this stream = 6.421(CFS) Time of concentration = 12.10 min. Rainfall intensity = 3.137(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity � No. (CFS) (min) (In/Hr) 1 13.934 12.14 3.131 2 6.421 12.10 3.137 Largest stream flow has longer time of concentration Qp = 13.934 + sum of Qb Ia/Ib 6.421 * 0.998 = 6.410 � Qp = 20.343 Total of 2 streams to confluence: Flow rates before confluence point: 13.934 6.421 Area of streams before confluence: 5.200 2.600 Results of confluence: Total flow rate = 20.343(CFS) Time of concentration = 12.136 min. Effective stream area after confluence = 7.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 332.000 to Point/Station 333.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 92.300(Ft.) End of street segment elevation = 88.800(Ft.) Length of street segment = 240.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 20.800(CFS) Depth of flow = 0.559(Ft.), Average velocity = 4.090(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.93(Ft.) Streetflow hydraulics at midpoint of street travel: ,�_,,.. Halfstreet flow width = 22.000(Ft.) `- �� Flow velocity = 4.09(Ft/s) Travel time = 0.98 min. TC = 13.11 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.877 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.000(In/Hr) for a 100.0 year storm Subarea runoff = 0.921(CFS) for 0.350(Ac.) Total runoff = 21.264(CFS) Total area = 8.150(Ac.) Street flow at end of street = 21.264(CFS) Half street flow at end of street = 21.264(CFS) Depth of flow = 0.562(Ft.), Average velocity = 4.116(Ft/s} Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.09(Ft.) � Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 333.000 to Point/Station 333.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.150(Ac.) Runoff from this stream = 21.264(CFS) Time of concentration = 13.11 min. Rainfall intensity = 3.00OtIn/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr} 1 70.590 16.88 2.611 2 21.264 13.11 3.000 Largest stream flow has longer time of concentration Qp = 70.590 + sum of Qb Ia/Ib 21.264 * 0.870 = 18.506 � Qp = 89.095 Total of 2 main streams to confluence: Flow rates before confluence point: 70.590 21.264 Area of streams before confluence: 35.000 8.150 Results of confluence: Total flow rate = 89.095(CFS) Time of concentration = 16.882 min. Effective stream area after confluence = 43.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.090 to Point/Station 3.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 82.300(Ft.) Downstream point/station elevation = 81.900(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 89.095(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 89.095(CFS) � Normal flow depth in pipe = 34.03(In.) Flow top width inside pipe = 32.94(In.) j' «� Critical Depth = 35.17(In.) Pipe flow velocity = 10.66(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 16.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 43.150(Ac.) Runoff from this stream = 89.095(CFS) Time of concentration = 16.96 min. Rainfall intensity = 2.605(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.391(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 19.81 min. Rain intensity = 2.39(In/Hr) Total area = 143.20(Ac.) Total runoff = 287.70(CFS) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.100 to Point/Station 3.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 143.200(Ac.) Runoff from this stream = 287.701(CFS) Time of concentration = 19.81 min. Rainfall intensity = 2.391(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/�tation 334.000 to Point/Station 335.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 980.000(Ft.) Top (of initial area) elevation = 125.700(Ft.) Bottom (of initial area) elevation = 111.900(Ft.) Difference in elevation = 13.800(Ft.) Slope = 0 .01408 s(percent)= 1.41 TC = k(0.300)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 11.063 min. Rainfall intensity = 3.295(In/Hr) for a 100.0 year storm � CONIl�IERCIAL subarea type � �; Runoff Coefficient = 0.878 L.' �'� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.183(CFS) Total initial stream area = 1.100(Ac.) � Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 335.000 to Point/Station 336.000 **** ST'REET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 111.900(Ft.) End of street segment elevation = 88.100(Ft.) Length of street segment = 1640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(In.} Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.076(CFS) Depth of flow = 0.384(Ft.), Average velocity = 3.192(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.367(Ft.) a -"� Flow velocity = 3.19(Ft/s) � r Travel time = 8.56 min. TC = 19.63 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.404(In/Hr) for a 100.0 year stonn Subarea runoff = 4.195(CFS) for 2.000(Ac.) Total runoff = 7.378(CFS) Total area = 3.100(Ac.) Street flow at end of street = 7.378(CFS) Half street flow at end of street = 7.378(CFS) Depth of flow = 0.406(Ft.), Average velocity = 3.345(Ft/s) Flow width (from curb towards crown)= 14.454(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 336.000 to Point/Station 336.000 **** CONFLUENCE OF MINOR STREAMS **** . Along Main Stream number: 1 in nonnal stream number 3 Stream flow area = 3.100(Ac.) Runoff from this stream = 7.378(CFS) Time of concentration = 19.63 min. Rainfall intensity = 2.404(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 89.095 16.96 2.605 2 287.701 19.81 2.391 3 7.378 19.63 2.404 Largest stream flow has longer time of concentration Qp = 287.701 + sum of Qb Ia/Ib 89.095 * 0.918 = 81.800 Qb Ia/Ib 7.378 * 0.995 = 7.340 Qp - 376.841 Total of 3 streams to confluence: Flow rates before confluence point: 89.095 287.701 7.378 Area of streams before confluence: 43.150 143.200 3.100 Results of confluence: Total flow rate = 376.841(CFS) Time of concentration = 19.810 min. Effective stream area after confluence = 189.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 3.100 to Point/Station 3.110 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 81.900(Ft.) Downstream point/station elevation = 78.400(Ft.) Pipe length = 840.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 376.841(CFS) Nearest computed pipe diameter = 81.00(In.) Calculated individual pipe flow = 376.841(CFS) Nonnal f 1 ow depth in pipe = 6 6. 94 ( Zn .) �' �[' � Flow top width inside pipe = 61.36(In.) Critical Depth = 61.95(In.) Pipe flow velocity = 11.92(Ft/s) Travel time through pipe = 1.17 min. Time of concentration (TC) = 20.98 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.110 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 189.450(Ac.) Runoff from this stream = 376.841(CFS) � Time of concentration = 20.98 min. Rainfall intensity = 2.317(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 337.000 to Point/Station 338.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 430.000(Ft.) � Top (of initial area) elevation = 90.900(Ft.) Bottom (of initial area) elevation = 88.600(Ft.) Difference in elevation = 2.300(Ft.) Slope = 0.00535 s(percent)= a.53 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 9.657 min. Rainfall intensity = 3.550(In/Hr) for a 100.0 year stonn COMMERCIAL subarea type � Runoff Coefficient = 0.879 � �: Decimal fraction soil group A= 0.000 '-' '" Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Zmpervious fraction = 0.900 Initial subarea runoff = 1.873(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 338.000 to Point/Station 340.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 88.800(Ft.) � End of street segment elevation = 85.700(Ft.) Length of street segment 295.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 2.545(CFS) Depth of flow = 0.316(Ft.), Average velocity = 2.299(Ft/s) Streetflow hydraulics at midpoint of street travel: .� �,_ Halfstreet flow width = 9.950(Ft.) ----. Flow velocity = 2.30(Ft/s) Travel time = 2.14 min. TC = 11.80 min. Adding area flow to street CONlN1ERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impenrious fraction = 0.900 Rainfall intensity = 3.180(In/Hr) for a 100.0 year storm Subarea runoff = 1.200 (CFS) for 0.430 (Ac. ) Total runoff = 3.074(CFS) Total area = 1.030(Ac.) Street flow at end of street = 3.074(CFS) � Half street flow at end of street =- 3.074(CFS) Depth of flow = 0.332(Ft.), Average velocity = 2.402(Ft/s) Flow width (from curb towards crown)- 10.784(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.030(Ac.) Runoff from this stream = 3.074(CFS) Time of concentration = 11.80 min. Rainfall intensity = 3.180(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 339.000 to Point/Station 340.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 690.000(Ft.) Top (of initial area) elevation = 93.500(Ft.) Bottom (of initial area) elevation = 85.900(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01101 s(percent)= 1.10 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 � Initial area time of concentration = 13.128 min. Rainfall intensity = 2.999(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runof f Coef f icient = 0. 783 �_`?g Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 12.921(CFS) Total initial stream area = 5.500(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 340.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 5.500(Ac.) Runoff from this stream = 12.921(CFS) Time of concentration = 13.13 min. Rainfall intensity = 2.999(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.074 11.80 3.180 2 12.921 13.13 2.999 Largest stream flow has longer time of concentration Qp = 12.921 + sum of Qb Ia/Ib � 3.074 * 0.943 = 2.898 Qp = 15.819 Total of 2 streams to confluence: Flow rates before confluence point: 3.074 12.921 Area of streams before confluence: 1.030 5.500 Results of confluence: Total flow rate = 15.819(CFS) Time of concentration = 13.128 min. Effective stream area after confluence = 6.530(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 340.000 to Point/Station 342.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 85.700(Ft.) End of street segment elevation = 79.500(Ft.) Length of street segment = 580.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 � Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 16.788(CFS) Depth of flow = 0.548(Ft.), Average velocity = 3.470(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.42(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 21.592(Ft.) �'�� Flow velocity = 3.47(Ft/s) Travel time = 2.79 min. TC = 15.91 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.697(In/Hr) for a 100.0 year storm Subarea runoff = 1.888(CFS) for 0.800(Ac.) Total runoff = 17.707(CFS) Total area = 7.330(Ac.) Street flow at end of street = 17.707(CFS) � Half street flow at end of street = 17.707(CFS) Depth of flow = 0.558(Ft.), Average velocity = 3.496(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.89(Ft.? � Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.330(Ac.) Runoff from this stream = 17.707(CFS) Time of concentration = 15.91 min. Rainfall intensity = 2.697(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 341.000 to Point/Station 342.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 810.000(Ft.) Top (of initial area) elevation = 85.000(Ft.) Bottom (of initial area) elevation = 79.400(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00691 s(percent)= 0.69 TC = k(0.323)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 12.725 min. � Rainfall intensity = 3.050(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.854 � � Decimal fraction soil group A= 0.000 L ' �� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 16.412(CFS? Total initial stream area = 6.300(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 6.300(Ac.) Runoff from this stream = 16.412(CFS) Time of concentration = 12.72 min. Rainfall intensity = 3.050(In/Hr) Summary of stream data: . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 17.707 15.91 2.697 2 16.412 12.72 3.050 Largest stream flow has longer time of concentration Qp - 17.707 + sum of Qb Ia/Ib 16.412 * 0.884 = 14.512 � Qp = 32.220 Total of 2 streams to confluence: Flow rates before confluence point: 17.707 16.412 Area of streams before confluence: 7.330 6.300 Results of confluence: Total flow rate = 32.220(CFS) Time of concentration = 15.914 min. Effective stream area after confluence = 13.630(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 342.000 to Point/Station 342.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 13.630(Ac.) Runoff from this stream = 32.220(CFS) Time of concentration = 15.91 min. Rainfall intensity = 2.697(In/Hr) . Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 376.841 20.98 2.317 2 32.220 15.91 2.697 Largest stream flow has longer time of concentration Qp = 376.841 + sum of Qb Ia/Ib 32.220 * 0.859 = 27.673 Qp - 404.514 Total of 2 main streams to confluence: Flow rates before confluence point: 376.841 32.220 Area of streams before confluence: 189.450 13.630 Results of confluence: Total flow rate = 404.514(CFS) Time of concentration = 20.985 min. Effective stream area after confluence = 203.080(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.110 to Point/Station 3.120 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 72.400(Ft.) Downstream point/station elevation = 63.800(Ft.) Pipe length = 680.00(Ft.? Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 404.514(CFS) Nearest computed pipe diameter = 69.00(In.) Calculated individual pipe flow = 404.514(CFS) �, _ � Nonnal flow depth in pipe = 53.72(In.) _ Flow top width inside pipe = 57.30(In.) Critical Depth = 63.61(In.) Pipe flow velocity = 18.63(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC? = 21.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.120 to Point/Station 3.120 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 203.080(Ac.) Runoff from this stream = 404.514(CFS) Time of concentration = 21.59 min. Rainfall intensity = 2.281(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 343.000 to Point/Station 345.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 425.000(Ft.) Top (of initial area) elevation = 79.500(Ft.) Bottom (of initial area) elevation = 74.400(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.01200 s(percent)= 1.20 TC = k(0.300) * [ (length"'3) / (elevation change) ] �0.2 Initial area time of concentration = 8.178 miri. Rainfall intensity = 3.890(In/Hr) for a 100.Q year storm CONII�lERCIAL subarea type �� _ � i Runoff Coefficient = 0.881 " "� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.056(CFS) Total initial stream area = 0.600(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.600(Ac.} Runoff from this stream = 2.056(CFS) Time of concentration = 8.18 min. Rainfall intensity = 3.890(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 344.000 to Point/Station 345.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance - 810.000(Ft.) Top (of initial area) elevation = 79.000(Ft.) Bottom (of initial area) elevation = 74.600(Ft.) Difference in elevation = 4.400(Ft.) Slope = 0.00543 s(percent)= 0.54 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 12.403 min. Rainfall intensity = 3.094(In/Hr) for a 100.0 year stonn CONINIERCIAL subarea type ,� - ., Runoff Coefficient = 0.877 `,-; _ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 13.570(CFS) Total initial stream area = 5.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/5tation 345.000 to Point/Station 345.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.000(Ac.) Runoff from this stream = 13.570(CFS) Time of concentration = 12.40 min. Rainfall intensity = 3.094(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.056 8.18 3.890 2 13.570 12.40 3.094 Largest stream flow has longer time of concentration Qp = 13.570 + sum of Qb Ia/Ib 2.056 * 0.795 = 1.635 Qp - 15.205 Total of 2 streams to confluence: Flow rates before confluence point: 2.056 13.570 Area of streams before confluence: 0.600 5.000 � Results of confluence: Total flow rate = 15.205(CFS) Time of concentration = 12.403 min. Effective stream area after confluence = 5.600(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 345.000 to Point/Station 346.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 74.400(Ft.) End of street segment elevation = 72.500(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 15.694(CFS) Depth of flow = 0.565(Ft.), Average velocity = 2.990(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.26(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 22 .000 (Ft. ) �n _� � Flow velocity = 2.99(Ft/s) `- Travel time = 1.39 min. TC = 13.80 min. � Adding area flow to street CONII�'IERCIAL subarea type Runoff Coefficient = 0.876 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.918(In/Hr) for a 100.0 year stonn Subarea runoff = 0.920(CFS) for 0.360(Ac.? Total runoff = 16.125(CFS) Total area = 5.960(Ac.) Street flow at end of street = 16.125(CFS) Half street flow at end of street = 16.125(CFS) Depth of flow = 0.569(Ft.), Average velocity = 3.013(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.46(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 346.000 to Point/Station 346.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.960(Ac.) Runoff from this stream = 16.125(CFS) Time of concentration = 13.80 min. Rainfall intensity = 2.918(In/Hr) '�i ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 347.000 to Point/Station 348.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 820.000(Ft.) Top !of initial area) elevation = 88.100(Ft.) Bottom (of initial area) elevation = 79.500(Ft.) Difference in elevation = 8.600(Ft.) Slope = 0.01049 s(percent)= 1.05 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 10.927 min. Rainfall intensity = 3.317(In/Hr) for a 100.0 year stonn CODM�IERCIAL subarea type -� � , Runoff Coefficient = 0.878 �. - : "' Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.914(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 348.000 to Point/Station 349.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 79.500(Ft.) End of street segment elevation = 72.500(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz? = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 4.079(CFS) Depth of flow = 0.360(Ft.), Average velocity = 2.547(Ft/s) Streetflow hydraulics at midpoint of street travel: ��, Halfstreet flow width = 12.185lFt.) L- � Flow velocity = 2.55(Ft/s) Travel time = 4.45 min. TC = 15.38 min. Adding area flow to street COi�IERCIAL subarea type � Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 . RI index for soil(AMC 2? = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.749(In/Hr) for a 100.0 year storm Subarea runoff = 1.925(CFS) for 0.800(Ac.) Total runoff = 4.838(CFS) Total area = 1.800(Ac.) � Street flow at end of street = 4.838(CFS) Half street flow at end of street = 4.838(CFS) Depth of flow = 0.378(Ft.), Average velocity = 2.653(Ft/s) Flow width (from curb towards crown)= 13.066(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 349.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 4.838(CFS) Time of concentration = 15.38 min. Rainfall intensity = 2.749(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.125 13.80 2•918 2 4.838 15.38 2•�49 Largest stream flow has longer or shorter time of concentration Qp - 16.125 + sum of � Qa Tb/Ta 4.838 * 0.897 = 4.341 4p = 20.466 Total of 2 streams to confluence: Flow rates before confluence point: 16.125 4.838 Area of streams before confluence: 5.960 1.800 Results of confluence: Total flow rate = 20.466(CFS) Time of concentration = 13.796 min. Effective stream area after confluence = 7.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 349.000 to Point/Station 349.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.760(Ac.) Runoff from this stream = 20.466(CFS) Time of concentration = 13.80 min. Rainfall intensity = 2.918(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 404.514 21.59 2.281 2 20.466 13.80 2.918 Largest stream flow has longer time of concentration Qp = 404.514 + sum of � Qb Ia/Ib 20.466 * 0.782 = 15.997 Qp = 420.511 Total of 2 main streams to confluence: Flow rates before confluence point: 404.514 20.466 Area of streams before confluence: 203.080 7.760 Results of confluence: Total flow rate = 420.511(CFS) Time of concentration = 21.593 min. Effective stream area after confluence = 210.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.120 to Point/Station 4.070 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 63.800(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 100.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 420.511(CFS) � Nearest computed pipe diameter =- 66.00(In.) Calculated individual pipe flow 420.511(CFS) Nonnal flow depth in pipe = 58.50(In.) Flow top width inside pipe = 41.89(In.) �r� „ Critical depth could not be calculated. '�� `— Pipe flow velocity = 18.88(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 21.68 min. End of computations, total study area = 354.04 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.488 Area averaged RI index number = 56.7 � � �� 100 � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational_Hydrology_Study________Date: 10/12/O1 File:305D.out ---------------------------- TR 29305 HYDROLOGY AREA "D" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL A.REA EVALUATION **** Initial area flow distance = 290.000(Ft.) Top (of initial area) elevation = 140.000(Ft.) Bottom (of initial area) elevation = 100.000(Ft.) Difference in elevation = 40.000(Ft.) Slope = 0.13793 s(percent)= 13.79 TC = k(0.530)*[(length"'3)/{elevation change)]"0.2 Initial area time of concentration = 7.609 min. Rainfall intensity = 4.048(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.823 Q �-� � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.000(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 1.000 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 41.000 to Point/Station 401.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 89.000(Ft.) End of street segment elevation = 84.500(Ft.) Length of street segment = 220.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 3.000(CFS) Depth of flow = 0.302(Ft.), Average velocity = 3.087(Ft/s) Streetflow hydraulics at midpoint of street travel: Half street f low width = 9. 248 ( Ft .) �TF �`"T Flow velocity = 3.09(Ft/s) Travel time = 1.19 min. TC = 8.80 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2} = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.737(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 3.000(CFS) Total area = 0.900(Ac.) Street flow at end of street = 3.000(CFS) Half street flow at end of street = 3.000(CFS) Depth of flow = 0.302(Ft.), Average velocity = 3.087(Ft/s) Flow width {from curb towards crown)= 9.248(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 0.900(Ac.) Runoff from this stream = 3.000(CFS) Time of concentration = 8.80 min. Rainfall intensity = 3.737(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 401.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 89.000(Ft.) Bottom (of initial area) elevation = 84.500(Ft.) Difference in elevation = 4.500(Ft_) Slope = 0.00865 s(percent)= 0.87 TC = k(0.390)*[(length"3)/(elevation change?1�0.2 Initial area time of concentration = 12.303 min. Rainfall intensity = 3.108(In/Hr) for a 100.0 year stonn SINGLE FAMILY {1/4 Acre Lot? Runoff Coefficient = 0.787 '� - � �" Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.377(CFS) Total initial stream area = 2.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 401.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.200(Ac.) Runoff from this stream = 5.377(CFS) Time of concentration = 12.30 min. Rainfall intensity = 3.108(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.000 8.80 3.737 2 5.377 12.30 3.108 Largest stream flow has longer time of concentration Qp = 5.377 + sum of _ Qb Ia/Ib 3.000 * 0.831 = 2.494 4P = 7.872 Total of 2 streams to confluence: Flow rates before confluence point: 3.000 5.377 Area of streams before confluence: 0.900 2.200 Results of confluence: � Total flow rate = 7.872(CFS) _ Time of concentration = 12.303 min. Effective stream area after confluence - 3.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 403.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.500(Ft.) � End of street segment elevation = 82.000(Ft.) Length of street segment 480.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfaZl grade break = 20.00OfFt.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side{s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 7.872(CFS) Depth of flow = 0.480(Ft.), Average velocity = 2.305(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.160 (Ft. ) �. � ` �`-,-� f` - .:_ Flow velocity = 2.31(Ft/s) Travel time = 3.47 min. TC = 15.77 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.711(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 7.872(CFS) Total area = 3.100(Ac.) Street flow at end of street = 7.872(CFS) Half street flow at end of street = 7.872(CFS) Depth of flow = 0.480(Ft.), Average velocity = 2.305(Ft/s) Flow width (from curb towards crown)= 18.160(Ft.} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 3.100(Ac.) Runoff from this stream = 7.872(CFS) Time of concentration = 15.77 min. Rainfall intensity = 2.711(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 402.000 to Point/Station 403.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 87.500(Ft.) Bottom (of initial area) elevation = 82.000(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00714 s(percent)= 0.71 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 � Initial area time of concentration = 14.958 min. Rainfall intensity = 2.791(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 �''-' � Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.242(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 8.242(CFS) Time of �concentration = 14.96 min. Rainfall intensity = 2.791(In/Hr) Summary of stream data: � Stream Flow rate TC � Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.872 15.77 2.711 2 8.242 14.96 2.791 Largest stream flow has longer or shorter time of concentration Qp = 8.242 + sum of Qa Tb/Ta 7.872 * 0.948 = 7.465 4P = ls.�o� Total of 2 streams to confluence: Flow rates before confluence point: 7.872 8.242 Area of streams before confluence: 3.100 3.800 Results of confluence: Total flow rate = 15.707(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 6.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 403.000 to Point/Station 403.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 6.900(Ac.) Runoff from this stream = 15.707(CFS) Time of concentration = 14.96 min. Rainfall intensity = 2.791(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 404.000 to Point/Station 405.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 89.000(Ft.} Bottom (of initial area) elevation = 84.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.007 min. Rainfall intensity = 2.786(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 :j- y Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.009(CFS) Total initial stream area = 3.700(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.000 to Point/Station 406.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 84.000(Ft.) End of street segment elevation = 82.000(Ft.) Length of street segment = 350.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 12.122(CFS) Depth of flow = 0.543(Ft.), Average velocity = 2.607(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.13(Ft.) � Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000 (Ft. ) � Flow velocity = 2.61(Ft/s) Travel time = 2.24 min. TC = 17.25 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.770 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ;�--� � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.581(In/Hr) for a 100.0 year stonn Subarea runoff = 7.552 (CFS) for 3.800 (Ac. ) Total runoff = 15.561(CFS) Total area = 7.500(Ac.) Street flow at end of street = 15.561(CFS) Half street flow at end of street = 15.561(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 10.00(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 406.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.500(Ac.) Runoff from this stream = 15.561(CFS) Time of concentration = 17.25 min. Rainfall intensity = 2.581(In/Hr} Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.707 14.96 2.791 2 15.561 17.25 2.581 Largest stream flow has longer or shorter time of concentration Qp = 15.707 + sum of Qa Tb/Ta 15.561 * 0.867 = 13.498 4P = 29.205 Total of 2 streams to confluence: Flow rates before confluence point: 15.707 15.561 Area of streams before confluence: 6.900 7.500 Results of confluence: Total flow rate = 29.205(CFS) Time of concentration = 14.958 min. Effective stream area after confluence = 14.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.000 to Point/Station 4.020 � **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.000(Ft.) Downstream point/station elevation = 69.500(Ft.} Pipe length = 610.00(Ft.) Manning's N= 0.013 `,�� E No. of pipes = 1 Required pipe flow = 29.205(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 29.205(CFS) Normal flow depth in pipe = 19.13 (In. ) �''�= ,. ` Flow top width inside pipe = 24.54(In.) � Critical Depth = 22.51(In.) Pipe flow velocity = 9.70(Ft/s) Travel time through pipe = 1.05 min. Time of concentration (TC) = 16.01 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 14.400(Ac.) Runoff from this stream = 29.205(CFS} Time of concentration = 16.01 min. Rainfall intensity = 2.689(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.104(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.750 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 �'�- � � Decimal fraction soil group D= 0. 000 -,-� � J� � v_� RI index .for soil(AMC 2) = 56.00 ` Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 25.00 min. Rain intensity = 2.10(In/Hr) Total area = 118.00(Ac.) Total runoff = 293.20(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 4.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 77.200(Ft.) Downstream point/station elevation = 70.200(Ft.) Pipe length = 750.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 293.200(CFS) Nearest computed pipe diameter = 63.00(In.) Calculated individual pipe flow = 293.200(CFS) Normal flow depth in pipe = 53.06(In.) �� Flow top width inside pipe = 45.93(In.) ��' Critical Depth = 56.45(In.) Pipe flow velocity = 15.07(Ft/s) � Travel time through pipe = 0.83 min. Time of concentration (TC) = 25.83 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 � Stream flow area = 118.000(Ac.) Runoff from this stream = 293.200(CFS) Time of concentration = 25.83 min. Rainfall intensity = 2.067(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.000 to Point/Station 408.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top tof initial area} elevation = 84.900(Ft.) Bottom (of initial area) elevation = 79.400(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00775 s(percent)= 0.77 TC = k(0.300)*[(length"3)/(elevation change?]�0.2 Initial area time of concentration = 10.960 min. Rainfall intensity = 3.312(In/Hr) for a 100.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.878 �_ c Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.9Q9(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 408.000 to Point/Station 408.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 2.909(CFS) Time of concentration = 10.96 min. Rainfall intensity = 3.312(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 293.200 25.83 2.067 2 2.909 10.96 3.312 Largest stream flow has longer time of concentration Qp = 293.200 + sum of � Qb Ia/Ib 2.909 * 0.624 = 1.815 Qp = 295.015 Total of 2 streams to confluence: Flow rates before confluence point: 293.200 2.909 Area of streams before confluence: 118.000 1.000 Results of confluence: � Total flow rate = 295.015(CFS) Time of concentration = 25.829 min. Effective stream area after confluence = 119.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 70.200(Ft.) Downstream point/station elevation = 69.500(Ft.) Pipe length = 130.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 295.015(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 295.015(CFS) Normal flow depth in pipe = 55.97(In.) r;p � Flow top width inside pipe = 59.91(In.) Critical Depth = 56.31(In.) Pipe flow velocity = 12.51(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 26.00 min. ++++++++++±+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.020 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 119.000(Ac.) Runoff from this stream = 295.015(CFS) Time of concentration = 26.00 min. Rainfall intensity = 2.059(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 29.205 16.01 2.689 2 295.015 26.00 2.059 Largest stream flow has longer time of concentration Qp = 295.015 + sum of Qb Ia/Ib 29.205 * 0.766 = 22.365 Qp = 317.380 Total of 2 main streams to confluence: Flow rates before confluence point: 29.205 295.015 � Area of streams before confluence: 14.400 119.000 Results of confluence: Total flow rate = 317.380(CFS) Time of concentration = 26.003 min. Effective stream area after confluence = 133.400(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.020 to Point/Station 4.030 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 69.500(Ft.) Downstream point/station elevation = 66.600(Ft.) Pipe length = 540.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 317.380(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 317.380(CFS) Nonnal flow depth in pipe = 54 . OS ( In. ) �� r=- , � �, � Flow top width inside pipe = 71.96(In.) Critical Depth = 57.40(In.) Pipe flow velocity = 12.94(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 26.70 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 133.400(Ac.) Runoff from this stream = 317.380(CFS) � Time of concentration = 26.70 min. Rainfall intensity = 2.029(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 409.000 to Point/Station 410.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 79.100(Ft.) Bottom (of initial area) elevation = 76.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00500 s(percent)= 0.50 TC = k(0.300?*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 11.184 min. Rainfall intensity = 3.275(In/Hr) for a 100.0 year stortn COAM�fERCIAL subarea type Runoff Coefficient = 0 . 878 � _ � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.157(CFS) � Total initial stream area = 0.750(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 410.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 0.750(Ac.) � Runoff from this stream = 2.157(CFS) Time of concentration = 11.18 min. Rainfall intensity = 3.275(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. {CFS) (min) (In/Hr) 1 317.380 26.70 2.029 2 2.157 11.18 3.275 Largest stream flow has longer time of concentration Qp = 317.380 + sum of Qb Ia/Ib 2.157 * 0.620 = 1.337 Qp = 318.717 Total of 2 streams to confluence: Flow rates before confluence point: 317.380 2.157 Area of streams before confluence: 133.400 0.750 Results of confluence: Total flow rate = 318.717(CFS) Time of concentration = 26.698 min. � Effective stream area after confluence = 134.150tAc.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.030 to Point/Station 4.050 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 66.600(Ft.) Downstream point/station elevation = 66.000(Ft.) Pipe length = 120.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 318.717(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 318.717(CFS) Normal flow depth in pipe = 55.73(In.) �!� � Flow top width inside pipe = 70.45(In.) Critical Depth = 57.53(In.) Pipe flow velocity = 12.56(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 26.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 134.150(Ac.) Runoff from this stream = 318.717(CFS) Time of concentration = 26.86 min. Rainfall intensity = 2.023(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 411.000 to Point/Station 412.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 850.000(Ft.) 'Top (of initial area) 2levation = 86.000(Ft.) Bottom (of initial area) elevation = 80.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00706 s(percent)= 0.71 TC = k{0.390)*[(length�3)/(elevation change)J�0.2 Initial area time of concentration = 15.599 min. Rainfall intensity = 2.727(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.775 %- � Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.879(CFS) Total initial stream area = 4.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 412.000 to Point/Station 412.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 4.200(Ac.) Runoff from this stream = 8.879(CFS) Time of concentration = 15.60 min. Rainfall intensity = 2.727(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 413.000 to Point/Station 414.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 86.600(Ft.) Bottom (of initial area) elevation = 80.000(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00880 s(percent)= 0.88 TC = k(0.390) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 14.197 min. Rainfall intensity = 2.872(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.780 ��- g Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil{AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.510(CFS) Total initial stream area = 3.800(Ac.? Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 414.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 8.510(CFS) Time of concentration = 14.20 min. Rainfall intensity = 2.872(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.879 15.60 2.727 2 8.510 14.20 2.872 Largest stream flow has longer time of concentration Qp = 8.879 + sum of Qb Ia/Ib 8.510 * 0.950 = 8.081 Qp = 16.959 Total of 2 streams to confluence: Flow rates before confluence point: � 8.879 - 8.510 Area of streams before confluence: 4.200 3.800 Results of confluence: Total flow rate = 16.959(CFS) Time of concentration = 15.599 min. Effective stream area after confluence = 8.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 414.000 to Point/Station 4.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 75.000(Ft.) Downstream point/station elevation = 67.300(Ft.) Pipe length = 660.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 16.959(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.959(CFS) Normal flow depth in pipe = 17.04(In.) Flow top width inside pipe = 16.43(In.) ?�P ' Critical Depth = 18.13(In.) Pipe flow velocity = 8.11(Ft/s) Travel time through pipe = 1.36 min. Time of concentration (TC) = 16.95 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.040 to Point/Station 4.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.000(Ac.) Runoff from this stream = 16.959(CFS) � Time of concentration = 16.95 min. Rainfall intensity = 2.605(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 83.500(Ft.) Bottom (of initial area) elevation = 76.700(Ft.) Difference in elevation = 6.800(Ft.) Slope = 0.00680 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 16.771 min. Rainfall intensity = 2.621(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runof f Coef f icient = 0. 771 r` _� Decimal fraction soil group A= 0.000 `� � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 11.524(CFS) Total initial stream area = 5.700(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 416.000 to Point/Station 416.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.700(Ac.) Runoff from this stream = 11.524(CFS) Time of concentration = 16.77 min. Rainfall intensity = 2.621(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.959 16.95 2.605 2 11.524 16.77 2.621 Largest stream flow has longer time of concentration Qp = 16.959 + sum of Qb Ia/Ib 11.524 * 0.994 = 11.456 Qp = 28.415 � Total of 2 streams to confluence: Flow rates before confluence point: 16.959 11.524 Area of streams before confluence: 8.000 5.700 =� � � Results of confluence: Total flow rate = 28.415(CFS) Time of concentration = 16.955 min. � Effective stream area after confluence = 13.700(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.040 to Point/Station 4.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 67.300{Ft.) Downstream point/station elevation = 66.000(Et.) Pipe length = 100.00(Ft.) Manning�s N= 0.013 No. of pipes = 1 Required pipe flow = 28.415(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 28.415(CFS) Normal flow depth in pipe = 18.35 (In. ) �•�- -.__ Flow top width inside pipe = 25.20(In.) �_� Critical Depth = 22.25(In.) Pipe flow velocity = 9.88(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 17.12 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.050 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 2 Stream flow area = 13.700(Ac.) Runoff from this stream = 28.415(CFS) Time of concentration = 17.12 min. Rainfall intensity = 2.591(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 318.717 26.86 2.023 2 28.415 17.12 2.591 Largest stream flow has longer time of concentration Qp = 318.717 + sum of Qb Ia/Ib 28.415 * 0.781 = 22.184 Qp = 340.901 Total of 2 main streams to confluence: Flow rates before confluence point: 318.717 28.415 Area of streams before confluence: 134.150 13.700 � Results of confluence: Total flow rate = 340.901(CFS) Time of concentration = 26.858 min. Effective stream area after confluence = 147.850(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.050 to Point/Station 4.060 **** PIPEFLOW TRAVEL TIME (User specified size) **** � Upstream point/station elevation = 66.000(Ft.) Downstream point/station elevation = � 63.000(Ft.} Pipe length = 580.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 340.901(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 340.901(CFS} Nonnal flow depth in pipe = 58.03(In.) Flow top width inside pipe = 68.08(In.) �� _ Critical Depth = 59.41(In.) Pipe flow velocity = 12.87(Ft/s) Travel time through pipe = 0.75 min. Time of concentration tTC) = 27.61 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 147.850(Ac.) Runoff from this stream = 340.901(CFS) Time of concentration = 27.61 min. Rainfall intensity = 1.992(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.000 to Point/Station 418.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 72.700(Ft.) Difference in elevation = 3.200(Ft.) Slope = 0.00508 s(percent)= 0.51 TC = k(0.300)*((length"'3)/(elevation change)]�0.2 Initial area time of concentration = 11.368 min. Rainfall intensity = 3.246(In/Hr) for a 100.0 year storm CONII�lERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 r�_ � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.280{CFS) Total initial stream area = 0.800(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.000 to Point/Station 418.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 �a Stream flow area = 0.800(Ac.) Runoff from this stream = 2.280(CFS) Time of concentration = 11.37 min. Rainfall intensity = 3.246(In/Hr) � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 340.901 27.61 1.992 2 2.280 11.37 3.246 Largest stream flow has longer time of concentration Qp = 340.901 + sum of Qb Ia/Ib 2.280 * 0.614 = 1.399 Qp = 342.300 Total of 2 streams to confluence: Flow rates before confluence point: 340.901 2.280 Area of streams before confluence: 147.850 0.800 Results of confluence: Total flow rate = 342.300(CFS) Time of concentration = 27.609 min. Effective stream area after confluence = 148.650(Ac.) � +++++++++++++++++�++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.060 to Point/Station 4.070 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 63.000(Ft.) Downstream point/station elevation = 62.400(Ft.) Pipe length = 110.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 342.300(CFS) Given pipe size = 78.00(In.) Calculated individual pipe flow = 342.300(CFS) Nonnal flow depth in pipe = 57.00(In.) Flow top width inside pipe = 69.20(In.) �"(�;� Critical Depth = 59.54(In.) Pipe flow velocity = 13.17(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 27.75 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 148.650(Ac.) Runoff from this stream = 342.300(CFS) � Time of concentration = 27.75 min. Rainfall intensity = 1.987(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 �;� �. **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.276(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.758 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0. 000 _`__ r � � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 21.68 min. Rain intensity = 2.28(In/Hr) Total area = 354.04(Ac.) Total runoff = 420.51{CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.070 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 354.040(Ac.) Runoff from this stream = 420.510(CFS) Time of concentration = 21.68 min. Rainfall intensity = 2.276(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 342.300 27.75 1.987 2 420.510 21.68 2.276 Largest stream flow has longer or shorter time of concentration Qp = 420.510 + sum of Qa Tb/Ta 342.300 * 0.781 = 267.444 Qp = 687.954 Total of 2 streams to confluence: Flow rates before confluence point: 342.300 420.510 Area of streams before confluence: 148.650 354.040 Results of confluence: Total flow rate = 687.954(CFS) Time of concentration = 21.680 min. Effective stream area after confluence = 502.690(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.070 to Point/Station 4.080 **** IMPROVED CHANNEL TRAVEL TIME **** � Covered channel Upstream point elevation = 62.400(Ft.) Downstream point elevation = 59.200(Ft.) Channel length thru subarea = 638.000(Ft.) � Gr Channel base width = 9. 500 ( Ft .) .; t� Slope or �Z� of left channel bank = 0.000 _ Slope or �Z� of right channel bank = 0.000 Manning's 'N' = 0.015 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 687.954(CFS) � Depth of flow = 5.524(Ft.), Average velocity = 13.109(Ft/s) Channel flow top width = 9.500(Ft.) Flow Velocity = 13.11(Ft/s) �,� _ Travel time = 0.81 min. • — Time of concentration = 22.49 min. Sub-Channel No. 1 Critical depth = 5.438�Ft.) ' ' ' Critical flow top width = 9.500(Ft.) ' ' ' Critical flow velocity= 13.318(Ft/s) ' ' ' Critical flow area = 51.657(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 502.690(Ac.) Runoff from this stream = 687.954(CFS) Time of concentration = 22.49 min. Rainfall intensity = 2.230(In/Hr) � Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 419.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 82.000(Ft.) Bottom (of initial area) elevation = 79.000(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00652 s(percent)= 0.65 TC = k(0.300)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 9.536 min. Rainfall intensity = 3.575(In/Hr) for a 100.0 year storm CONIl�tERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 D-(( Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.981(CFS) Total initial stream area = 0.630(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 421.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.630(Ac.) Runoff from this stream = 1.981(CFS) Time of concentration = 9.54 min. Rainfall intensity = 3.575(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 421.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 855.000(Ft.) Top (of initial area} elevation = 84.900(Ft.) Bottom (of initial area) elevation = 79.000(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00690 s(percent)= 0.69 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.082 min. Rainfall intensity = 3.139{In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.877 ^ _ �.; Decimal fraction soil group A= 0.000 '" — Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.030(CFS) Total initial stream area = 1.100(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 421.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 - Stream flow area = 1.100(Ac.) Runoff from this stream = 3.030(CFS) Time of concentration = 12.08 min. Rainfall intensity = 3.139(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.981 9.54 3.575 2 3.030 12.08 3.139 Largest stream flow has longer time of concentration Qp = 3.030 + sum of Qb Ia/Ib 1.981 * 0.878 = 1.739 Qp = 4.769 � Total of 2 streams to confluence: Flow rates before confluence point: 1.981 3.030 Area of streams before confluence: 0.630 1.100 Results of confluence: . ., _ Total flow rate = 4.769(CFS) Time of concentration = 12.082 min. Effective stream area after confluence = 1.730(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 422.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 79.000(Ft.) End of street segment elevation = 69.100(Ft.} Length of street segment = 1980.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 35.000(Ft.) Distance from crown to crossfall grade break = 33.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 20.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 8.353(CFS) Depth of flow = 0.493(Ft.?, Average velocity = 2.303(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.729(Ft.) �_ � Flow velocity = - 2.30(Ft/s) Travel time = 14.33 min. TC = 26.41 min. Adding area flow to street COI�IERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.042(In/Hr) for a 100.0 year storm Subarea runoff = 4.615(CFS) for 2.600(Ac.) Total runoff = 9.384(CFS) Total area = 4.330(Ac.) Street flow at end of street = 9.384(CFS) Half street flow at end of street = 9.384(CFS) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 20.00(Ft.) Flow width (from curb towards crown)= 35.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 422.000 to Point/Station 422.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.330(Ac.) Runoff from this stream = 9.384(CFS) Time of concentration = 26.41 min. Rainfall intensity = 2.042(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.000 to Point/Station 424.000 • **** INITIAL AREA EVALUATION **** � Initial area flow distance = 610.000(Ft.} Top (of initial area) elevation = 72.100(Ft.) Bottom (of initial area) elevation = 69.100(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00492 s(percent}= 0.49 TC = k(0.300}*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 11.295 min. Rainfall intensity = 3.257(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.878 � - !.�- Decimal fraction soil group A= 0.000 �� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.574(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 224.000 to Point/Station 224.000 **** CONFLUENCE 0� MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.900(Ac.) Runoff from this stream = 2.574(CFS) Time of concentration = 11.30 min. Rainfall intensity = 3.257(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.384 26.41 2.042 2 2.574 11.30 3.257 Largest stream flow has longer time of concentration Qp = 9.384 + sum of Qb Ia/Ib 2.574 * 0.627 = 1.613 QP = 10.998 Total of 2 streams to confluence: Flow rates before confluence point: 9.384 2.574 Area of streams before confluence: 4.330 0.900 Results of confluence: Total flow rate = 10.998(CFS) Time of concentration = 26.409 min. Effective stream area after confluence = 5.230(Ac.) ` �� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 424.000 to Point/Station 424.000 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.230(Ac.) Runoff from this stream = 10.998(CFS) Time of concentration = 26.41 min. Rainfall intensity = 2.042(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 687.954 22.49 2.230 2 10.998 26.41 2.042 Largest stream flow has longer or shorter time of concentration Qp = 687.954 + sum of Qa Tb/Ta 10.998 * 0.852 = 9.366 Qp = 697.320 Total of 2 main streams to confluence: Flow rates before confluence point: 687.954 10.998 Area of streams before confluence: � 502.690 - 5.230 Results of confluence: Total flow rate = 697.320(CFS) Time of concentration = 22.491 min. ' Effective stream area after confluence = 507.920(Ac.) End of computations, total study area = 507.92 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.495 Area averaged RI index number = 56.0 � j �J � � � O l7 � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 ____ Hydrology Study _______Date: 06/08/O1 File:305E.out TR 29305 HYDROLOGY AREA "E" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 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 stonn 6U minute intensity = 1.300(In/Hr) Stonn event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 501.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 71.000(Ft.) Bottom (of initial area) elevation = 59.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01200 stpercent)= 1.20 TC = k(0.300) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 11.516 min. Rainfall intensity = 3.223(In/Hr) for a 100.0 year stonn CONIl�IERCIAL subarea type Runoff Coefficient = 0.878 = _I Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 21.502(CFS) Total initial stream area = 7.600(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 501.000 to Point/Station 5.000 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.000(Ft.) Downstream point/station elevation = 53.100(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow - 21.502(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 21.502(CFS) Normal flow depth in pipe = 15.89(In.) Flow top width inside pipe = 22.70(In.) ��` Critical Depth = 19.89(In.) Pipe flow velocity = 9.74(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 11.62 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 502.000 to Point/Station 503.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 775.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) � Bottom (of initial area) elevation = 56.000(Ft.) Difference in elevation = 6.000(Ft.) Slope = 0.00774 s(percent)= 0.77 TC = k(0.323)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 12.222 min. Rainfall intensity = 3.119(In/Hr) for a 100.0 year stonn APARTMENT subarea type � Runoff Coefficient = 0.863 � 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 12.654(CFS) Total initial stream area = 4.700(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 503.000 to Point/Station 504.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 56.000(Ft.} End of street segment elevation = 53.000(Ft.) � Length of street segment = 400.000(Ft.) Height of curb above gutter flowline 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 ,=_3 Slope from grade break to crown (v/hz) = 0.020 `' Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.880(Zn.) 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 = 19.250(CFS) Depth of flow = 0.595(Ft.), Average velocity = 3.257(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.75(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 3.26(Ft/s) Travel time = 2.05 min: TC = 14.27 min. =--- � ` Adding area flow to street APARTMENT subarea type Runoff Coefficient = 0.861 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 = 0.200; Impervious fraction = 0.800 Rainfall intensity = 2.864(In/Hr) for a 100.0 year storm Subarea runoff = 12.080(CFS) for 4.900(Ac.) Total runoff = 24.734(CFS) Total area = 9.600(Ac.) � Street flow at end of street = 24.734(CFS) Half street flow at end of street = 24.734(CFS) Depth of flow = 0.642(Ft.), Average velocity = 3.476(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 7.08(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 504.000 to Point/Station 5.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 48.000(Ft.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 330.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 24.734(CFS? Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 24.734(CFS) Normal flow depth in pipe = 18.23(In.) Flow top width inside pipe = 25.29(In.) r �� , Critical Depth = 20.86(In.) — Pipe flow velocity = 8.65(Ft/s) Travel time through pipe = 0.64 min. Time of concentration (TC) = 14.90 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 9.600(Ac.) Runoff from this stream = 24.734(CFS) � Time of concentration = 14.90 min. Rainfall intensity = 2.796(Zn/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 505.000 to Point/Station 506.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 925.000(Ft.) Top (of initial area) elevation = 54.300(Ft.) Bottom (of initial area) elevation = 48.800(Ft.) Difference in elevation = 5.500(Ft.) Slope = 0.00595 s(percent)= 0.59 TC = k(0.390)*[tlength�3)/(elevation change)]"0.2 Initial area time of concentration = 16.698 min. Rainfall intensity = 2.627(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 = --� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.233(CFS) Total initial stream area = 4.900(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 506.000 to Point/Station 5.010 **** PIPEFLOW TR.AVEL TIME {Program estimated size) **** Upstream point/station elevation = 45.100tFt.) Downstream point/station elevation = 44.700(Ft.) Pipe length = 45.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 10.233(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.233(CFS) Normal flow depth in pipe = 12.76(In.} Flow top width inside pipe = 20 . 51 ( In. ) �..`� � Critical Depth = 14.29(In.) Pipe flow velocity = 6.69(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 16.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.900(Ac.) Runoff from this stream = 10.233(CFS) Time of concentration = 16.81 min. Rainfall intensity = 2.617(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 24.734 14.90 2.796 2 10.233 16.81 2.617 Largest stream flow has longer or shorter time of concentration Qp = 24.734 + sum of Qa T'b/Ta 10.233 * 0..887 = 9.073 Qp = 33.806 Total of 2 streams to confluence: Flow rates before confluence point: 24.734 10.233 Area of streams before confluence: 9.600 4.900 Results of confluence: Total flow rate = 33.806(CFS) Time of concentration = 14.905 min. Effective stream area after confluence = 14.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.010 to Point/Station 5.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 44.700(Ft.) Downstream point/station elevation = 42.300(Ft.) Pipe length = 40.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 33.806(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 33.806(CFS) Normal flow depth in pipe = 15.16(In.) - Flow top width inside pipe = 18.81(In.) ~ ��G�_ . Critical depth could not be calculated. Pipe flow velocity = 18.18(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 14.94 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 507.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 50.300(Ft.) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 7.500{Ft..) Slope = 0.01056 s(percent)= 1.06 TC = k(0.390) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 13.391 min. Rainfall intensity = 2.966(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.804 � -5 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.293(CFS) Total initial stream area = 1.380(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 1.380(Ac.) Runoff from this stream = 3.293(CFS) Time of concentration = 13.39 min. Rainfall intensity = 2.966(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 508.000 to Point/Station 509.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 535.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 42.800(Ft.) Difference in elevation = 4.000(Ft.) Slope = 0.00748 s(percent)= 0.75 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.813 min. � Rainfall intensity = 3.039(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) _ � Runoff Coefficient = 0.806 = - '�-o 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.744(CFS) Total initial stream area = 1.120(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.120(Ac.) Runoff from this stream = 2.744(CFS) Time of concentration = 12.81 min. Rainfall intensity = 3.039(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity � No. (CFS) (min) (In/Hr) 1 3.293 13.39 2.966 2 2.744 12.81 3.039 Largest stream flow has longer time of concentration Qp = 3.293 + sum of Qb Ia/Ib 2.744 * 0.976 = 2.678 � Qp = 5.971 Total of 2 streams to confluence: Flow rates before confluence point: 3.293 2.744 Area of streams before confluence: 1.380 1.120 Results of confluence: Total flow rate = 5.971(CFS) Time of concentration = 13.391 min. Effective stream area after confluence = 2.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 509.000 to Point/Station 509.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.500(Ac.) Runoff from this stream = 5.971(CFS) Time of concentration = 13.39 min. Rainfall intensity = 2.966(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 510.000 to Point/Station 512.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 800.000(Ft.) Top (of initial area) elevation = 50.500(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length�3)/(elevation change)]"0.2 Initial area time of concentration = 14.385 min. Rainfall intensity = 2.852(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 � _� 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 = 0.500; Impervious fraction = Q.500 Initial subarea runoff = 3.885(CFS) Total initial stream area = 1.700(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.700(Ac.) Runoff from this stream = 3.885(CFS) Time of concentration = 14.38 min. Rainfall intensity = 2.852(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 511.000 to Point/Station 512.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 43.000(Ft.) Difference in elevation = 3.800(Ft.) Slope = 0.00731 s(percent)= 0.73 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 12.727 min. Rainfall intensity = 3.050(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.806 -- - �,' 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.198(CFS) Total initial stream area = 1.300(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 � Stream flow area = 1.300(Ac.) Runoff from this stream = 3.198(CFS) Time of concentration = 12.73 min. Rainfall intensity = 3.050(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min} (In/Hr) 1 3.885 14.38 2.852 2 3.198 12.73 3.050 Largest stream flow has longer time of concentration Qp = 3.885 + sum of Qb Ia/Ib 3.198 * 0.935 = 2.990 Qp = 6.875 � Total of 2 streams to confluence: Flow rates before confluence point: 3.885 3.198 Area of streams before confluence: 1.700 1.300 Results of confluence: �-� Total flow rate = 6.875(CFS) Time of concentration = 14.385 min. Effective stream area after confluence = 3.000(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 512.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.000(Ac.) Runoff from this stream = 6.875lCFS) Time of concentration = 14.38 min. Rainfall intensity = 2.852(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.971 13.39 2.966 2 6.875 14.38 2.852 Largest stream flow has longer time of concentration Qp = 6.875 + sum of Qb Ia/Ib 5.971 * 0.961 = 5.740 Qp = 12.615 Total of 2 main streams to confluence: Flow rates before confluence point: 5.971 6.875 Area of streams before confluence: 2.500 3.000 Results of confluence: Total flow rate = 12.615(CFS) Time of concentration = 14.385 min. Effective stream area after confluence = 5.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 512.000 to Point/Station 5.030 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 39.600(Ft.) Downstream point/station elevation = 37.000(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 12.615(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 12.615(CFS? Normal flow depth in pipe = 11.53(In.) Flow top width inside pipe = 12.65(In.) �.�� Critical depth could not be calculated. j ` ^ � — Pipe flow velocity = 12.46(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 14.47 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 513.000 to Point/Station 514.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 775.00OtFt.) Top (of initial area) elevation = 46.800(Ft.) Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00645 s(percent)= 0.65 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 15.306 min. Rainfall intensity = 2.756(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.799 =- 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.038(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 514.000 to Point/Station 516.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 40.100(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.00OtFt.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz? = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 3.918(CFS) Depth of flow = 0.394(Ft.), Average velocity = 1.916(Ft/s) Streetflow hydraulics at midpoint of street travel: � Half street flow width = 13 . 885 ( Ft .) '_ -� o Flow velocity = 1.92(Ft/s) Travel time = 2.96 min. TC = 18.26 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.501(In/Hr) for a 100.0 year storm Subarea runoff = 1.582 (CFS) for 0.800 (Ac. ) Total runoff = 4.620(CFS) Total area = 2.180(Ac.) Street flow at end of street = 4.620(CFS) Half street flow at end of street = 4.620(CFS) Depth of flow = 0.413(Ft.), Average velocity = 1.994(Ft/s) Flow width (from curb towards crown)= 14.833(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 2.180(Ac.) Runoff from this stream = 4.620(CFS) Time of concentration = 18.26 min. Rainfall intensity = 2.501(In/Hr) ++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 515.000 to Point/Station 516.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 600.000(Ft.) Top (of initial area) elevation = 44.200(Ft.} Bottom (of initial area) elevation = 40.100(Ft.) Difference in elevation = 4.100(Ft.) Slope = 0.00683 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 13.658 min. Rainfall intensity = 2.934(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.804 ` -;� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.281(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 516.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.240(Ac.) Runoff from this stream = 5.281(CFS) Time of concentration = 13.66 min. Rainfall intensity = 2.934(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � ;� �. 1 4.620 18.26 2.501 2 5.281 13.66 2.934 Largest stream flow has longer or shorter time of concentration Qp = 5.281 + sum of � Qa T`b/Ta 4.620 * 0.748 = 3.455 QP = 8.737 Total of 2 streams to confluence: Flow rates before confluence point: 4.620 5.281 Area of streams before confluence: 2.180 2.240 Results of confluence: Total flow rate = 8.737(CFS) Time of concentration = 13.658 min. Effective stream area after confluence = 4.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 516.000 to Point/Station 5.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 35.000(Ft.) Downstream point/station elevation = 33.000(Ft.) Pipe length = 300.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow - 8.737(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 8.737(CFS) �;? r Normal flow depth in pipe = 12.64(In.) � � Flow top width inside pipe = 20.56(In.) Critical Depth = 13.17(In.) Pipe flow velocity = 5.78(Ft/s? Travel time through pipe = 0.87 min. Time of concentration (TC) = 14.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 4.420(Ac.) Runoff from this stream = 8.737(CFS) Time of concentration = 14.52 min. Rainfall intensity = 2.836(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 517.000 to Point/Station 518.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 46.800(Ft.) � Bottom (of initial area) elevation = 41.800(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00667 s{percent)= 0.67 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 r Initial area time of concentration = 15.007 min. Rainfall intensity = 2.786(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.074(CFS) Total initial stream area = 1.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 518.000 to Point/Station 519.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 38.600(Ft.) Length of street segment = 640.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.900(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 = 5.012(CFS) Depth of flow = 0.425(Ft.), Average velocity = 2.034(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.316(Ft.) --!� Flow velocity = 2.03(Ft/s) Travel time = 5.24 min. TC = 20.25 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 De�imal 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.363(In/Hr) for a 100.0 year stonn Subarea runoff = 3.232 (CFS) for 1.740 (Ac. ) Total runoff = 6.306(CFS) Total area = 3.120(Ac.) Street flow at end of street = 6.306(CFS) Half street flow at end of street = 6.306(CFS) Depth of flow = 0.454(Ft.), Average velocity = 2.151(Ft/s) � Flow width (from curb towards crown)= 16.774(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 519.000 to Point/Station 519.000 **** CONFLUENCE OF MINOR STREAMS **** _ .� .c "" Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.120lAc.) � Runoff from this stream = 6.306(CFS) Time of concentration = 20.25 min. Rainfall intensity - 2.363(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 8.737 14.52 2.836 2 6.306 20.25 2.363 Largest stream flow has longer or shorter time of concentration Qp = 8.737 + sum of Qa Tb/Ta 6.306 * 0.717 = 4.522 Qp = 13.259 Total of 2 streams to confluence: Flow rates before confluerice point: 8.737 6.306 Area of streams before confluence: 4.420 3.120 Results of confluence: Total flow rate = 13.259(CFS) Time of concentration = 14.524 min. Effective stream area after confluence = 7.540(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.040 to Point/Station 5.050 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 33.000(Ft.) � Downstream point/station elevation = 30.900(Ft.) Pipe length = 575.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 13.259(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 13.259(CFS) Normal flow depth in pipe = 19.03(In.) Flow top width inside pipe = 19.45(In.) ��:-- Critical Depth = 15.73(In.) `— Pipe flow velocity = 4.96(Ft/s) Travel time through pipe = 1.93 min. Time of concentration (TC) = 16.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area = 7.540(Ac.) Runoff from this stream = 13.259(CFS) Time of concentration = 16.46 min. Rainfall intensity = 2.648(In/Hr) � � . ,� b ' ++++++++++++++++++++++i�++++++++++++++�F+++++-�++++++++-� t �F++t++�F++�F+++t++ Process from Point/Station 520.000 to Point/Station 521.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 860.000(Ft.) Top (of initial area) elevation = 44.200(Ft.) Bottom (of initial area) elevation = 38.600(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00651 s(percent)= 0.65 TC = k(0.390)*[(length"'3)/(elevation change)]"0.2 Initial area time of concentration = 15.927 min. Rainfall intensity = 2.696(In/Hr) for a 100.0 year stornl SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.797 — ; ..i 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.298(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 521.000 to Point/Station 522.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 38.600(Ft.) End of street segment elevation = 35.700(Ft.) Length of street segment = 590.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 8.059(CFS) Depth of flow = 0.400(Ft.), Average velocity = 1.917(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.083(Ft.) �-IS Flow velocity = 1.92(Ft/s) Travel time = 5.13 min. TC = 21.06 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.784 � 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.312(In/Hr) for a 100.0 year storm Subarea runoff = 6.348(CFS? for 3.500(Ac.) Total runoff = 10.646(CFS) Total area = 5.500(Ac.) Street flow at end of street = 10.646(CFS) � Half street flow at end of street = 5.323(CFS) Depth of flow = 0.433(Ft.), Average velocity = 2.051(Ft/s) Flow width (from curb towards crown)= 15.740(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 522.000 to Point/Station 522.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.500(Ac.) Runoff from this stream = 10.646(CFS) Time of concentration = 21.06 min. Rainfall intensity = 2.312(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.259 16.46 2.648 2 10.646 21.06 2.312 Largest stream flow has longer or shorter time of concentration Qp = 13.259 + sum of Qa Tb/Ta � 10.646 0.782 = 8.321 Qp = 21.580 Total of 2 streams to confluence: Flow rates before confluence point: 13.259 10.646 Area of streams before confluence: 7.540 5.500 Results of confluence: Total flow rate = 21.580(CFS) Time of concentration = 16.457 min. Effective stream area after confluence = 13.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.050 to Point/Station 5.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.900(Ft.) Downstream point/station elevation = 28.800(Ft.) Pipe length = 145.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 21.580(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 21.580(CFS) Nonnal flow depth in pipe = 16.13(In.) F(P � • Flow top width inside pipe = 22.54(In.) Critical Depth = 19.93(In.) Pipe flow velocity = 9.61(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 16.71 min. End of computations, total study area = 40.64 (Ac.) _" v ^ The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.354 � Area averaged RI index number = 61.3 � � ;� �o � I (00 � _. � �,, _� Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � ________Rational_Hydrology Study________Date: 10/16/O1 File:305F.out ------- ------------------------------- TR 29305 HYDROLOGY AREA "F" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 60 minute intensity = 0.880(In/Hr) 100 year storm 10 minute intensity = 3.480(In/Hr) � 100 year stozm 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 64.600(Ft Difference in elevation = 13.900(Ft.) Slope = 0.01390 s(percent)= 1.39 TC = k(0.390)*((length'"3)/(elevation change)]'"0.2 Initial area time of concentration = 14.537 min. Rainfall intensity = 2.835tIn/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) .� Runoff Coefficient = 0.779 `- � � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 � _ Initial subarea runoff = 13.024(CFS) Total initial stream area = 5.900(Ac.) Pervious area fraction = 0.500 w ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 602.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 64.600(Ft.) End of street segment elevation = 63.600(Ft.) Length of street segment = 160.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) ,= 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.078 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.880(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 = 13.134(CFS) Depth of flow = 0.546(Ft.), Average velocity = 2.756(Ft/s? Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. � Distance that curb overflow reaches into property = 2.32(Ft.) Streetflow hydraulics at midpoint of street travel: �_� Halfstreet flow width = 20.000(Ft.) , _ Flow velocity = 2.76(Ft/s) Travel time = 0.97 min. TC = 15.50 min. Adding area flow to street CONIl�fERCIAL subarea type - Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.736(In/Hr) for a 100.0 year stonn Subarea runoff = 0.239(CFS) for 0.100(Ac.) Total runoff = 13.263(CFS) Total area = 6.000(Ac.) Street flow at end of street = 13.263(CFS) Half street flow at end of street = 13.263(CFS) Depth of flow = 0.548(Ft.), Average velocity = 2.763(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.40(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 6.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 58.100(Ft.) �= = = Downstream point/station elevation = 54.600(Ft.) Pipe length = 180.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow - 13.263(CFS) � Nearest computed pipe diameter =- 18.00(In.) Calculated individual pipe flow 13.263(CFS) Nonnal f low depth in pipe - 13 . 43 ( In .) �'' �_ � .. Flow top width inside pipe = 15.67(In.) Critical Depth = 16.33(In.) Pipe flow velocity = 9.39(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 15.82 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.000(Ac.) Runoff from this stream = 13.263(CFS) Time of concentration = 15.82 min. Rainfall intensity = 2.706(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 605.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 70.600(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.00582 s(percent)= 0.58 TC = k(0.390) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 16.658 min. Rainfall intensity = 2.630(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.772 �-?? Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 10.963(CFS) Total initial stream area = 5.400(Ac.) • Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.400(Ac.) Runoff from this stream = 10.963(CFS) Time of concentration = 16.66 min. Rainfall intensity = 2.630(In/Hr) ,_- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 604.000 to Point/Station 605.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000{Ft.) Top (of initial area) elevation = 79.000(Ft.) Bottom (of initial area) elevation = 63.200(Ft.) Difference in elevation = 15.800(Ft.) Slope = 0.03950 s(percent}= 3.95 TC = k(0.300) * [ (length'"3) / (elevation change) ] �0.2 Initial area time of concentration = 6.290 min. Rainfall intensity = 4.495(In/Hr} for a 100.0 year stonn CONINIERCIAL subarea type , Runoff Coefficient = 0.883 �--= Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.111(CFS) Total initial stream area = 0.280(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 605.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 0.280(Ac.) Runoff from this stream = 1.111(CFS) Time of concentration = 6.29 min. Rainfall intensity = 4.495(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.963 16.66 2.630 2 1.111 6.29 4.495 Largest stream flow has longer time of concentration Qp = 10.963 + sum of Qb Ia/Ib 1.111 * 0.585 = 0.650 Qp = 11.614 Total of 2 streams to confluence: Flow rates before confluence point: 10.963 1.111 Area of streams before confluence: � 5.400 0.280 Results of confluence: Total flow rate = 11.614(CFS) Time of concentration = 16.658 min. Effective stream area after confluence = 5.680(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 605.000 to Point/Station 606.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 63.200(Ft.) End of street segment elevation = 60.400(Ft.) Length of street segment = 215.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 11.757(CFS) Depth of flow = 0.473(Ft.), Average velocity = 3.595(Ft/s) Streetflow hydraulics at midpoint of street travel: ` 5 Halfstreet flow width = 17.754(Ft.) �� Flow velocity = 3.60(Ft/s) Travel time = 1.00 min. TC = 17.66 min. Adding area flow to street CONII�IERCIAL subarea type � Runoff Coefficierrt = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.548(In/Hr) for a 100.0 year stonn Subarea runoff = 0.312(CFS) for 0.140(Ac.) Total runoff = 11.925(CFS) Total area = 5.820(Ac.) Street flow at end of street = 11.925(CFS) Half street flow at end of street = 11.925(CFS) Depth of flow = 0.475(Ft.), Average velocity = 3.608(Ft/s) Flow width (from curb towards crown) = 17.853 (Ft. ) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 606.000 to Point/Station 606.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.820(Ac.) Runoff from this stream = 11.925(CFS) Time of concentration = 17.66 min. Rainfall intensity = 2.548(In/Hr) w ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 607.000 to Point/Station 608.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 70.600(Ft.) Bottom (of initial area) elevation = 60.200(Ft.) Difference in elevation = 10.400(Ft.) � Slope = 0.01095 s(percent)= 1.09 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 14.938 min. Rainfall intensity = 2.793(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � � Runoff Coefficient = 0.777 ' � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.819(CFS) Total initial stream area = 2.220(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.220(Ac.) Runoff from this stream = 4.819(CFS) Time of concentration = 14.94 min. � Rainfall intensity = 2.793(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) - 1 11.925 17.66 2.548 2 4.819 14.94 2.793 Largest stream flow has longer time of concentration Qp = 11.925 + sum of Qb Ia/Ib 4.819 * 0.912 = 4.396 Qp = 16.321 Total of 2 streams to confluence: Flow rates before confluence point: 11.925 4.819 Area of streams before confluence: 5.820 2.220 Results of confluence: Total flow rate = 16.321(CFS) Time of concentration = 17.655 min. Effective stream area after confluence = 8.040(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 608.000 to Point/Station 608.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 8.040(Ac.) Runoff from this stream = 16.321(CFS) � Time of concentration = 17.66 min. Rainfall intensity = 2.548(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 609.000 to Point/Station 611.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 79.400(Ft.) Bottom (of initial area) elevation = 63.200(Ft.) Difference in elevation = 16.200(Ft.) Slope = 0.04050 s(percent)= 4.05 TC = k(0.300)*((length�3)/(elevation change}]"0.2 Initial area time of concentration = 6.258 min. Rainfall intensity = 4.507(In/Hr) for a 100.0 year stonn CON�IERCIAL subarea type Runoff Coefficient = 0.883 `-� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.353(CFS) � Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 1.353(CFS) Time of concentration = 6.26 min. Rainfall intensity = 4.507(In/Hr) ++++++++++++++++++++++++++++++++�++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 611.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 750.000(Ft.) Top (of initial area) elevation = 70.800(Ft.) Bottom (of initial area) elevation = 63.200(Ft.) Difference in elevation = 7.600(Ft.) Slope = 0.01013 s(percent)= 1.01 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 � Initial area time of concentration = 13.802 min. Rainfall intensity = 2.917(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 �- $ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 `, � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.101(CFS) Total initial stream area - 1.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 611.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.800(Ac.) Runoff from this stream = 4.101(CFS) Time of concentration = 13.80 min. Rainfall intensity = 2.917(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.353 6.26 4.507 2 4.101 13.80 2.917 Largest stream flow has longer time of concentration Qp = 4.101 + sum of Qb Ia/Ib � 1.353 * 0.647 = 0.876 4P = 4.977 Total of 2 streams to confluence: Flow rates before confluence point: 1.353 4.101 Area of streams before confluence: � 0.340 1.800 Results of confluence: Total flow rate = 4.977(CFS) Time of concentration = 13.802 min. Effective stream area after confluence = 2.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 611.000 to Point/Station 612.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.200(Ft.) End of street segment elevation = 60.000(Ft.) Length of street segment = 215.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 � Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1� side (s) of the street f' Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) / � .� V � � 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 = 5.140(CFS) � Depth of flow = 0.367(Ft.), Average velocity = 3.098(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.414(Ft.} __ q Flow velocity = 3.10(Ft/s) � � Travel time = 1.16 min. TC = 14.96 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.791(In/Hr) for a 100.0 year stonn Subarea runoff = 0.342(CFS) for 0.140(Ac.) Total runoff = 5.319(CFS) Total area = 2.280(Ac.) Street flow at end of street = 5.319(CFS) Half street flow at end of street = 5.319(CFS} Depth of flow = 0.370(Ft.), Average velocity = 3.123(Ft/s) Flow width (from curb towards crown)= 12.590(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 612.000 to Point/Station 612.000 � **** CONFLUENCE 0�' MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.280(Ac.) Runoff from this stream = 5.319(CFS) Time of concentration = 14.96 min. Rainfall intensity = 2.791(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.263 15.82 2.706 2 16.321 17.66 2.548 3 5.319 14.96 2.791 Largest stream flow has longer time of concentration Qp = 16.321 + sum of Qb Ia/Ib 13.263 * 0.942 = 12.488 Qb Ia/Ib 5.319 * 0.913 = 4.856 Qp = 33.665 • Total of 3 main streams to confluence: Flow rates before confluence point: 13.263 16.321 5.319 Area of streams before confluence: 6.000 8.040 2.280 / . ` �C✓� Results of confluence: Total flow rate = 33.665(CFS) Time of concentration = 17.655 min. � Effective stream area after confluence = 16.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.OI0 co Point/Station 6.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.600(Ft.) Downstream point/station elevation = 53.000(Ft.) Pipe length = 270.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 33.665(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 33.665(CFS) Nonnal flow depth in pipe = 27 . 00 (In. ) ��; �:_ Flow top width inside pipe = 18.00(In.) Critical Depth = 23.70(In.) Pipe flow velocity = 7.23(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 18.28 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.020 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 16.320(Ac.) Runoff from this stream = 33.665(CFS) Time of concentration = 18.28 min. Rainfall intensity = 2.500(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 613.000 to Point/Station 615.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 465.000(Ft.) Top (of initial area) elevation = 75.900(Ft.) Bottom (of initial area) elevation = 63.700(Ft.) Difference in elevation = 12.200(Ft.) Slope = 0.02624 s(percent)= 2.62 TC = k(0.300) * [ (length"'3) / (elevation change) ] "'0.2 Initial area time of concentration = 7.250 min. Rainfall intensity = 4.157(In/Hr) for a 100.0 year storm CONII�lERCIAL subarea type Runoff Coefficient = 0.882 =-(p Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.246(CFS) Total initial stream area = 0.340(Ac.) i i ,�, .e . Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 1.246(CFS) Time of concentration = 7.25 min. Rainfall intensity = 4.157(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 614.000 to Point/Station 615.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 670.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom (of initial area) elevation = 64.000(Ft.) Difference in elevation = 10.100(Ft.) Slope = 0.01507 s(percent)= 1.51 TC = k(0.710) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 22.184 min. Rainfall intensity = 2.247(In/Hr) for a 100.0 year storm UNDEVELOPED ( fair cover) subarea �. Runoff Coefficient = 0.711 r �� Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.588(CFS) Total initial stream area = 3.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 615.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 3.500(Ac.) Runoff from this stream = 5.588(CFS) Time of concentration = 22.18 min. Rainfall intensity = 2.247(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 1.246 7.25 4.157 2 5.588 22.18 2.247 Largest stream flow has longer time of concentration Qp = 5.588 + sum of Qb Ia/Ib 1.246 * 0.541 = 0.674 4P = 6.262 Total of 2 streams to confluence: Flow rates before confluence point: � 1.246 5.588 Area of streams before confluence: 0.340 3.500 Results of confluence: Total flow rate = 6.262(CFS) Time of concentration = 22.184 min. Effective stream area after confluence = 3.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 615.000 to Point/Station 616.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.700(Ft.) End of street segment elevation = 59.800(Ft.) Length of street segment = 760.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) � Gutter hike from flowline = 1.900{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 = 7.893(CFS) Depth of flow = 0.483(Ft.), Average velocity = 2.294(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.227(Ft.) '-�� Flow velocity = 2.29(Ft/s) Travel time = 5.52 min. TC = 27.71 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.745 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 1.988(In/Hr) for a 100.0 year storm Subarea runoff = 2.962(CFS) for 2.000(Ac.) Total runoff. = 9.224(CFS? Total area = 5.840(Ac.) Street flow at end of street = 9.224(CFS) Half street flow at end of street = 9.224(CFS) Depth of flow = 0.507(Ft.), Average velocity = 2.362(Ft/s) � Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.37(Ft.) Flow width (from curb towards crown)= 19.456(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 616.000 to Point/Station 617.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.800(Ft.) � End of street segment elevation = 58.600(Ft.) Length of street segment 230.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.} Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 9.342(CFS) Depth of flow = 0.508(Ft.), Average velocity = 2.382(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.42(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.499(Ft.) r�v Flow velocity = 2.38(Ft/s) Travel time = 1.61 min. TC = 29.31 min. Adding area flow to street COMMERCIAL subarea type � Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.928(In/Hr) for a 100.0 year stonn Subarea runoff = 0.251(CFS) for 0.150(Ac.) Total runoff = 9.475(CFS) Total area = 5.990(Ac.) Street flow at end of street = 9.475(CFS) Half street flow at end of street = 9.475(CFS) Depth of flow = 0.511(Ft.), Average velocity = 2.383(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.55(Ft.) Flow width (from curb towards crown)= 19.634(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 617.000 to Point/Station 617.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.990(Ac.) Runoff from this stream = 9.475(CFS) � Time of concentration = 29.31 min. Rainfall intensity = 1.928(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 618.000 to Point/Station 619.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 910.000(Ft.) Top (of initial area) elevation = 69.500(Ft.) � Bottom (of initial area) elevation = 59.800(Ft.) Difference in elevation = 9.700(Ft.) Slope = 0.01066 s(percent)= 1.07 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 14.762 min. Rainfall intensity = 2.811(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 �-- �,' Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.981(CFS) Total initial stream area = 3.650(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 619.000 to Point/Station 620.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 59.800(Ft.) End of street segment elevation = 58.600(Ft.) � Length of street segment = 230.000(Ft.) Height of curb above gutter flowline 6.OtIn.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street � Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 8.145(CFS) Depth of flow = 0.486(Ft.), Average velocity = 2.326(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.393(Ft.) �"�, Flow velocity = 2.33(Ft/s) Travel time = 1.65 min. TC = 16.41 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.652(In/Hr) for a 100.0 year storm Subarea runoff = 0.348(CFS) for 0.150(Ac.) / . L% L � Total runoff = 8.329(CFS) Total area = 3.800(Ac.) Street flow at end of street = 8.329(CFS) Half street flow at end of street = 8.329(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.339(Ft/s) � Flow width (from curb towards crown)= 18.554(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornlal stream number 2 Stream flow area = 3.800(Ac.) Runoff from this stream = 8.329(CFS) Time of concentration = 16.41 min. Rainfall intensity = 2.652(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.475 29.31 1.928 2 8.329 16.41 2.652 Largest stream flow has longer time of concentration Qp = 9.475 + sum of Qb Ia/Ib 8.329 * 0.727 = 6.054 Qp = 15.528 � Total of 2 streams to confluence: Flow rates before confluence point: 9.475 � 8.329 Area of streams before confluence: 5.990 3.800 Results of confluence: Total flow rate = 15.528(CFS) Time of concentration = 29.315 min. Effective stream area after confluence = 9.790(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.790(Ac.) Runoff from this stream = 15.528(CFS) Time of concentration = 29.31 min. Rainfall intensity = 1.928(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity � No. {CFS) (min) (In/Hr) 1 33.665 18.28 2.500 2 15.528 29.31 1.928 Largest stream flow has longer or shorter time of concentration Qp = 33.665 + sum of Qa T'b/Ta 15.528 * 0.623 = 9.682 � Qp = 43.347 Total of 2 main streams to confluence: Flow rates before confluence point: 33.665 15.528 Area of streams before confluence: 16.320 9.790 Results of confluence: Total flow rate = 43.347(CFS) Time of concentration = 18.277 min. Effective stream area after confluence = 26.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.020 to Point/Station 6.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 53.000(Ft.} Downstream point/station elevation = 52.600(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 43.347(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 43.347(CFS) Normal f low depth in pipe = 2 7.19 ( In .) �- �-� � Flow top width inside pipe = 30.96(In.) �� Critical Depth = 25.73(In.) Pipe flow velocity = 7.57(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC} = 18.45 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.030 to Point/Station 6.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 26.110(Ac.) Runoff from this stream = 43.347(CFS) Time of concentration = 18.45 min. Rainfall intensity = 2.486(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 621.000 to Point/Station 622.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000(Ft.) � Top (of initial area) elevation = 78.500(Ft.) Bottom (of initial area) elevation = 63.100(Ft.) Difference in elevation = 15.400(Ft.) Slope = 0.01711 s(percent)= 1.71 TC = k(0.390)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 13.369 min. F'�� Rainfall intensity = 2.969(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.783 � Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 �',` Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 6.622(CFS) Total initial stream area = 2.850(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.850(Ac.) Runoff from this stream = 6.622(CFS) Time of concentration = 13.37 min. Rainfall intensity = 2.969(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 61.000 **** INITIAL AREA EVALUATION **** � Initial area flow = 890.000(Ft.} Top (of initial area) elevation = 88.000(Ft.) Bottom (of initial area) elevation = 71.800(Ft.) Difference in elevation = 16.200(Ft.) Slope = 0.01820 s(percent)= 1.82 TC = k(0.530)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 17.865 min. Rainfall intensity = 2.531(In/Hr) for a 100.0 year stortn UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.784 � � ( Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.868(CFS) Total initial stream area = 1.950(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 61.000 to Point/Station 622.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 64.000(Ft.) S End of street segment elevation = 63.100(Ft.) Length of street segment = 130.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) . :: � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side ts) of the street Distance from curb to property line = 10.000(Ft.? � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 4.304(CFS) Depth of flow = 0.388(Ft.), Average velocity = 2.219(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.497(Ft.) __ Flow velocity = 2.22(Ft/s) '• Travel time = 0.98 min. TC = 18.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.458(In/Hr) for a 100.0 year stonn Subarea runoff = 0.828 (CFS) for 0.440 (Ac. ) Total runoff = 4.696(CFS) Total area = 2.390(Ac.) Street flow at end of street = 4.696(CFS) � Half street flow�at end of street = 4.696(CFS) Depth of flow = 0.398(Ft.), Average velocity = 2.265(Ft/s) Flow width (from curb towards crown)= 13.980(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 622.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.390(Ac.) Runoff from this stream = 4.696(CFS) Time of concentration = 18.84 min. Rainfall intensity = 2.458(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.622 13.37 2.969 2 4.696 18.84 2.458 Largest stream flow has longer or shorter time of concentration Qp = 6.622 + sum of Qa Tb/Ta � 4.696 * 0.710 = 3.332 Qp = 9.953 Total of 2 streams to confluence: Flow rates before confluence point: 6.622 4.696 Area of streams before confluence: 2.850 2.390 Results of confluence: Total flow rate = 9.953(CFS) � Time of concentration = 13.369 min. Effective stream area after confluence = 5.240(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 622.000 to Point/Station 623.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.100(Ft.) End of street segment elevation = 58.600(Ft.) Length of street segment = 770.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 12.328lCFS) � Depth of flow = 0.544(Ft.), Average velocity = 2.640(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.18(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) �-(� Flow velocity = 2.64(Ft/s) � Travel time = 4.86 min. TC = 18.23 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.503(In/Hr) for a 100.0 year storm Subarea runoff = 4.801(CFS) for 2.500(Ac.) Total runoff = 14.755(CFS) Total area = 7.740(Ac.) Street flow at end of street = 14.755(CFS) Half street flow at end of street = 14.755(CFS) Depth of flow = 0.572(Ft.}, Average velocity = 2.768(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. � Distance that curb overflow reaches into property = 3.62(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 623.000 to Point/Station 623.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 7.740(Ac.) � Runoff from this stream = 14.755(CFS) Time of concentration = 18.23 min. Rainfall intensity = 2.503(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 624.000 to Point/Station 625.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 63.100(Ft.) Bottom (of initial area) elevation = 58.600(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00584 s(percent)= 0.58 TC = k (0.390) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 15.571 min. Rainfall intensity = 2.730(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0 . 775 - � �'� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 3.640(CFS) Total initial stream area = 1.720(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.720(Ac.) Runoff from this stream = 3.640(CFS) Time of concentration = 15.57 min. Rainfall intensity = 2.730(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) - (In/Hr) 1 14.755 18.23 2.503 2 3.640 15.5% 2.730 Largest stream flow has longer time of concentration Qp = 14.755 + sum of Qb Ia/Ib � 3.640 * 0.917 = 3.338 QP = 18.092 Total of 2 streams to confluence: Flow rates before confluence point: 14.755 3.640 � I I Area of streams before confluence: 7.740 1.720 Results of confluence: Total flow rate = 18.092(CFS) � Time of concentration = 18.230 min. Effective stream area after confluence = 9.460(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 625.000 to Point/Station 625.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 9.460(Ac.) Runoff from this stream = 18.092(CFS) Time of concentration = 18.23 min. Rainfall intensity = 2.503(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 43.347 18.45 2.486 2 18.092 18.23 2.503 Largest stream flow has longer time of concentration Qp = 43.347 + sum of Qb Ia/Ib � 18.092 * 0.993 = 17.972 Qp = 61.318 Total of 2 main streams to confluence: Flow rates before confluence point: 43.347 18.092 Area of streams before confluence: 26.110 9.460 Results of confluence: Total flow rate = 61.318(CFS) Time of concentration = 18.454 min. Effective stream area after confluence = 35.570(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.030 to Point/Station 6.040 **** PIPEFLOW TR.AVEL TIME {program estimated size) **** Upstream point/station elevation = 52.600(Ft.) Downstream point/station elevation = 49.500(Ft.) Pipe length = 460.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 61.318(CFS) Nearest computed pipe diameter = 39.00(In.) � Calculated individual pipe flow = 61.318(CFS) v Normal flow depth in pipe = 29.06(In.) Flow top width inside pipe = 33.99(In.) ( � Critical Depth = 29.95(In.) Pipe flow velocity = 9.25(Ft/s) Travel time through pipe = 0.83 min. Time of concentration (TC) = 19.28 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++±+ Process from Point/Station 6.040 to Point/Station 6.040 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 35.570(Ac.) Runoff from this stream = 61.318(CFS) Time of concentration = 19.28 min. Rainfall intensity = 2.427(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 626.000 to Point/Station 628.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 62.100(Ft.) Bottom (of initial area) elevation = 5�.100(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00704 s(percent)= 0.70 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 � Initial area time of concentration = 14.522 min. Rainfall intensity = 2.837(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.779 r �o Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.417(CFS) Total initial stream area = 2.000(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 628.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.000(Ac.) Runoff from this stream = 4.417(CFS) Time of concentration = 14.52 min. Rainfall intensity = 2.837(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 627.000 to Point/Station 628.000 � **** INITIAL AREA EVALUATION **** � Initial area flow distance = 985.000{Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 57.100(Ft.) Difference in elevation = 5.900(Ft.) Slope = 0.00599 s(percent)= 0.60 TC = k(0.390)*[(length�3?/(elevation change)J�0.2 Initial area time of concentration = 17.098 min. Rainfall intensity = 2.593(In/Hr) for a 100.0 year storm � SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 —�.' Decimal fraction soil group B= 1.000 ' Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.852(CFS) Total initial stream area = 3.930(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 628.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.930(Ac.) Runoff from this stream = 7.852(CFS) Time of concentration = 17.10 min. Rainfall intensity = 2.593(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity � No. (CFS) - (min) (In/Hr) 1 4.417 14.52 2.837 2 7.852 17.10 2.593 Largest stream flow has longer time of concentration Qp = 7.852 + sum of Qb Ia/Ib 4.417 * 0.914 = 4.038 Qp = 11.890 Total of 2 streams to confluence: Flow rates before confluence point: 4.417 7.852 Area of streams before confluence: 2.000 3.930 Results of confluence: Total flow rate = 11.890(CFS) Time of concentration = 17.098 min. Effective stream area after confluence = 5.930(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 628.000 to Point/Station 630.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 57.100(Ft.) End of street segment elevation = 55.800(Ft.) Length of street segment = 255.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street � Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 12.561(CFS) Depth of flow = 0.557(Ft.), Average velocity = 2.523(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.86(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) � �� Flow velocity = 2.52(Ft/s) -` Travel time = 1.68 min. TC = 18.78 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.766 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2? = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 � Rainfall intensity = 2.462(In/Hr) for a 100.0 year storm Subarea runoff = 1.263(CFS) for 0.670(Ac.) Total runoff = 13.153(CFS) Total area = 6.600(Ac.) Street flow at end of street = 13.153(CFS) Half street flow at end of street = .13.153(CFS) Depth of flow = 0.565(Ft.), Average velocity = 2.554(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.24(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.600(Ac.) Runoff from this stream = 13.153(CFS) Time of concentration = 18.78 min. Rainfall intensity = 2.462(In/Hr} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 629.000 to Point/Station 630.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 460.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) Bottom (of initial area) elevation = 55.800(Ft.) Difference in elevation = 3.300(Ft.) .��= Slope = 0.00717 s(percent)= 0.72 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 12.162 min. Rainfall intensity = 3.127(In/Hr} for a 100.0 year storm � SINGLE FAMILY (1/4 Acre Lot) ^ _ Runoff Coefficient = 0.787 , Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 2.904(CFS) Total initial stream area = 1.180(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.180(Ac.) Runoff from this stream = 2.904(CFS) Time of concentration = 12.16 min. Rainfall intensity = 3.127(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity � No. (CFS)� (min) (In/Hr) 1 13.153 18.78 2.462 2 2.904 12.16 3.127 Largest stream flow has longer time of concentration Qp = 13.153 + sum of Qb Ia/Ib 2.904 * 0.787 = 2.287 Qp - 15.440 Total of 2 streams to confluence: Flow rates before confluence point: 13 .153 2 . 904 Area of streams before confluence: 6.600 1.180 Results of confluence: Total flow rate = 15.440(CFS} Time of concentration = 18.783 min. Effective stream area after confluence = 7.780(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 630.000 to Point/Station 630.000 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.780(Ac.) Runoff from this stream = 15.440(CFS) Time of concentration = 18.78 min. Rainfall intensity = 2.462(In/Hr) Program is now starting with Main Stream No. 3 � +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++�++ Process from Point/Station 631.000 to Point/Station 632.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 920.000(Ft.) Top (of initial area) elevation = 61.600(Ft.) Bottom (of initial area) elevation = 56.000(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00609 s(percent)= 0.61 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 16.584 min. Rainfall intensity = 2.637(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) _ Runoff Coefficient = 0.772 -�� _ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.130(CFS) Total initial stream area = 2.520(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 632.000 to Point/Station 632.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.520tAc.) � Runoff from this stream = 5.130(CFS) Time of concentration = 16.58 min. Rainfall intensity = 2.637(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 61.318 19.28 2.427 2 15.440 18.78 2.462 3 5.130 16.58 2.637 Largest stream flow has longer time of concentration Qp = 61.318 + sum of Qb Ia/Ib 15.440 * 0.986 = 15.219 Qb Ia/Ib 5.130 * 0.920 = 4.722 • Qp = 81.259 Total of 3 main streams to confluence: Flow rates before confluence point: 61.318 15.440 5.130 Area of streams before confluence: � j 35.570 7.780 2.520 � Results of confluence: Total flow rate = 81.259(CFS) Time of concentration = 19.282 min. Effective stream area after confluence = 45.870(Ac.) +++++++++++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.040 to Point/Station 6.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 49.500(Ft.) Downstream point/station elevation = 46.100(Ft.) Pipe length = 560.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Reguired pipe flow = 81.259(CFS) Nearest computed pipe diameter = 42.00(In.) Calculated individual pipe flow = 81.259(CFS) Normal flow depth in pipe = 36.00(In.) Flow top width inside pipe = 29.39(In.) �'r = , ,� � Critical Depth = 33.76(In.) Pipe flow velocity = 9.26(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 20.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.050 to Point/Station 6.050 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.870(Ac.) Runoff from this stream = 81.259(CFS) Time of concentration = 20.29 min. Rainfall intensity = 2.360(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 633.000 to Point/Station 634.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 475.000(Ft.) Top (of initial area) elevation = 59.100(Ft.) Bottom (of initial area) elevation = 55.800(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.00695 s(percent)= 0.69 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 12.399 min. Rainfall intensity = 3.094(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.786 � ��j � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 V � Initial subarea runoff = 2.433(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 634.000 to Point/Station 636.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 55.800(Ft.) End of street segment elevation = 53.200(Ft.) Length of street segment = 575.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 3.734(CFS) Depth of flow = 0.396(Ft.), Average velocity = 1.824(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.890(Ft.) � �_ � � Flow velocity = 1.82(Ft/s) Travel time = 5.25 min. TC = 17.65 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.769 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.548(In/Hr) for a 100.0 year stonn Subarea runoff = 2.096(CFS) for 1.070(Ac.) Total runoff = 4.529(CFS) Total area = 2.070(Ac.) Street flow at end of street = 4.529(CFS) Half street flow at end of street = 4.529(CFS) Depth of flow = 0.418(Ft.), Average velocity = 1.910(Ft/s) Flow width (from curb towards crown)= 15.007(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 � Stream flow area = 2.070(Ac.) Runoff from this stream = 4.529(CFS) Time of concentration = 17.65 min. Rainfall intensity = 2.548(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 635.000 to Point/Station 636.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 770.000(Ft.) Top (of initial area) elevation = 58.100(Ft.) Bottom (of initial area) elevation = 53.000(Ft.) Difference in elevation = 5.100(Ft.) Slope = 0.00662 s(percent)= 0.66 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 11.682 min. Rainfall intensity = 3.197(In/Hr) for a 100.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.878 — ,.� Decimal fraction soil group A= 0.000 ---� Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2} - 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.126(CFS) Total initial stream area = 1.470(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.470(Ac.) Runoff from this stream = 4.126(CFS) Time of concentration = 11.68 min. Rainfall intensity = 3.197(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.529 17.65 2.548 2 4.126 11.68 3.197 Largest stream flow has longer time of concentration Qp = 4.529 + sum of Qb Ia/Ib 4.126 * 0.797 = 3.288 Qp = 7.816 Total of 2 streams to confluence: Flow rates before confluence point: _ 4.529 4.126 Area of streams before confluence: 2.070 1.470 Results of confluence: � Total flow rate = 7.816(CFS) Time of concentration = 17.654 min. Effective stream area after confluence = 3.540(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ �b� Process from Point/Station 636.000 to Point/Station 636.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: � In Main Stream number: 2 Stream flow area = 3.540(Ac.) Runoff from this stream = 7.816(CFS) Time of concentration = 17.65 min. Rainfall intensity = 2.548(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 81.259 20.29 2.360 2 7.816 17.65 2.548 Largest stream flow has longer time of concentration Qp = 81.259 + sum of Qb Ia/Ib 7.816 * 0.926 = 7.240 Qp = 88.500 Total of 2 main streams to confluence: Flow rates before confluence point: 81.259 7.816 Area of streams before confluence: 45.870 3.540 � Results of confluence: Total flow rate = 88.500(CFS) Time of concentration = 20.290 min. Effective stream area after confluence = 49.410(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.050 to Point/Station 6.060 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 46.100(Ft.) Downstream point/station elevation = 43.500(Ft.) Pipe length = 415.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 88.500(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 88.500(CFS) Nonnal flow depth in pipe = 34.17(In.) Flow top width inside pipe = 38.47(In.) �� Critical Depth = 34.73 (In. ) i ''� �-- Pipe flow velocity = 9.84(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 20.99 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 6.060 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 ,� �� Stream flow area = 49.410(Ac.) Runoff from this stream = 88.500(CFS) Time of concentration = 20.99 min. Rainfall intensity = 2.316(In/Hr) � Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 637.000 to Point/Station 638.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 215.000(Ft.) Top (of initial area) elevation = 53.500(Ft.) Bottom (of initial area) elevation = 52.000(Ft.) Difference in elevation = 1.500lFt.) Slope = 0.00698 s(percent)= 0.70 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 6.940 min. Rainfall intensity = 4.258(In/Hr) for a 100.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0 . 882 �- � � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.254(CFS) Total initial stream area = 0.600(Ac.) � Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 638.000 to Point/Station 639.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.000(Ft.) End of street segment elevation = 50.700(Ft.) Length of street segment = 245.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown), = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 2.573(CFS) Depth of flow = 0.349(Ft.), Average velocity = 1.774(Ft/s) Streetflow hydraulics at midpoint of street travel: �� Halfstreet flow width = 11.541(Ft.) Flow velocity = 1.77(Ft/s) Travel time = 2.30 min. TC = 9.24 min. Adding area flow to street CONII�IERCIAL subarea type / a i Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 r�= � Decimal fraction soil group D= 0.000 �� RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.637(In/Hr) for a 100.0 year storm Subarea runoff = 0.544 (CFS) for 0.170 (Ac. ) Total runoff = 2.798(CFS) Total area = 0.770(Ac.? Street flow at end of street = 2.798(CFS) Half street flow at end of street = 2.798(CFS) Depth of flow = 0.357(Ft.), Average velocity = 1.809(Ft/s) Flow width (from curb towards crown)= 11.949(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 639.000 to Point/Station 639.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nortnal stream number 1 Stream flow area = 0.770(Ac.) Runoff from this stream = 2.798(CFS) Time of concentration = 9.24 min. Rainfall intensity = 3.637(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 641.000 � **** INITIAL AREA�EVALUATION **** Initial area flow distance = 860.000(Ft.) Top (of initial area? elevation = 56.000(Ft.) Bottom (of initial area) elevation = 51.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00581 s(percent)= 0.58 � TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.532 min. Rainfall intensity = 3.076(In/Hr? for a 100.0 year storm CONlNIERCIAL subarea type Runoff Coefficient = 0.877 �- jo Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 11.872(CFS) Total initial stream area = 4.400(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 641.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 4.400(Ac.) Runoff from this stream = 11.872(CFS) Time of concentration = 12.53 min. � } � ' Rainfall intensity = 3.076(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.798 9.24 3.637 2 11.872 12.53 3.076 Largest stream flow has longer time of concentration Qp = 11.872 + sum of Qb Ia/Ib 2.798 * 0.846 = 2.366 Qp = 14.239 Total of 2 streams to confluence: Flow rates before confluence point: 2.798 11.872 Area of streams before confluence: 0.770 4.400 Results of confluence: Total flow rate = 14.239(CFS) Time of concentration = 12.532 min. Effective stream area after confluence = 5.170(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 641.000 to Point/Station 641.000 **** CONFLUENCE OF MAIN STREAMS **** � The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.170(Ac.) Runoff from this stream = 14.239(CFS) Time of concentration = 12.53 min. Rainfall intensity = 3.076(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 88.500 20.99 2.316 2 14.239 12.53 3.076 Largest stream flow has longer time of concentration Qp = 88.500 + sum of Qb Ia/Ib 14.239 * 0.753 = 10.721 4P = 99.221 Total of 2 main streams to confluence: Flow rates before confluence point: 88.500 14.239 Area of streams before confluence: � 49.410 5.170 Results of confluence: Total flow rate = 99.221(CFS) Time of concentration = 20.993 min. �_ ?� .� Effective stream area after confluence = 54.580(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.060 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 43.500(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 99.221(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 99.221(CFS) Normal flow depth in pipe = 27.75(In.) �� _ Flow top width inside pipe = 30.26(In.) '`' — Critical depth could not be calculated. Pipe flow velocity = 16.96(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 21.05 min. End of computations, total study area = 54.58 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.489 Area averaged RI index number = 57.6 � � ; �o � l v �00 � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 • Rational H drolo _Stud_________Date: 10/16/O1 File:305G.out Y 3Y Y -------------------------- ---------------------------- TR 29305 HYDROLOGY AREA "G" 100 YEAR STORM JN 30001 ----------------------------------------------------- ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file -------------------------------------------------- Lohr + Associates, Inc., Temecula, California - S/N 773 ----------------------------------------------------- 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,'Itnc,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 stonn 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 71.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 68.500(Ft.) Difference in elevation = 57.500(Ft.) Slope = 0.06534 s(percent)= 6.53 TC = k(0.530)*[(length"3)/(elevation change)]�0.2 InitiaT area time of concentration = 13.773 min. Rainfall intensity = 2.921(In/Hr) for a 100.0 year stonn UNDEVELOPED (poor cover) subarea 0� r Runoff Coefficient = 0.797 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C- 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2} - 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.404(CFS) Total initial stream area = 2.750(Ac.) Pervious area fraction = 1.000 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 71.000 to Point/Station 72.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 60.000(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.567(CFS) Depth of flow = 0.421(Ft.), Average velocity = 2.724(Ft/s) Streetflow hydraulics at midpoint of street travel: �. � Halfstreet flow width = 15.142 (Ft. ) �^'' c: � Flow velocity = 2.72(Ft/s? Travel time = 2.02 min. TC = 15.79 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.709(In/Hr) for a 100.0 year stonn Subarea runoff = 0.332(CFS) for 0.140(Ac.) Total runoff = 6.735{CFS) Total area = 2.890(Ac.) Street flow at end of street = 6.735(CFS) Half street flow at end of street = 6.735(CFS) Depth of flow = 0.424(Ft.), Average velocity = 2.740(Ft/s) Flow width (from curb towards crown)= 15.296(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area = 2.890(Ac.) Runoff from this stream = 6.735(CFS) Time of concentration = 15.79 min. Rainfall intensity = 2.709(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 72.00C **** INITIAL AREA EVALUATION **** � Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 126.000(Ft.) Bottom (of initial area) elevation = 59.500(Ft.) Difference in elevation = 66.500(Ft.) Slope = 0.13300 s(percent)= 13.30 TC = k(0.530)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 9.530 min. Rainfall intensity = 3.576(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runof f Coef f icient = 0. 814 C �"' _ r Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 78.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.698(CFS) Total initial stream area = 2.300(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 72.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 2.300(Ac.) Runoff from this stream = 6.698(CFS) Time of concentration = 9.53 min. Rainfall intensity = 3.576(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.735 15.79 2.709 2 6.698 9.53 3.576 Largest stream flow has longer time of concentration Qp = 6.735 + sum of Qb Ia/Ib 6.698 * 0.757 = 5.074 Qp = 11.809 � Total of 2 streams to confluence: Flow rates before confluence point: 6.735 6.698 Area of streams before confluence: 2.890 2.300 Results of confluence: � Total flow rate = 11.809(CFS) Time of concentration = 15.792 min. Effective stream area after confluence = 5.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 72.000 to Point/Station 702.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 57.000(Ft.) End of street segment elevation = 53.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.> Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown {v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(Zn.) 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 = 13.800(CFS) Depth of flow = 0.584(Ft.), Average velocity = 2.458(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.21(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) ��-3 Flow velocity = 2.46(Ft/s) Travel time = 6.10 min. TC = 21.89 min. Adding area flow to street � SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.758 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.263(In/Hr) for a 100.0 year storm Subarea runoff = 3.001(CFS) for 1.750(Ac.) Total runoff = 14.810(CFS) Total area = 6.940(Ac.) Street flow at end of street = 14.810(CFS) Half street flow at end of street = 14.810(CFS) Depth of flow = 0.597(Ft.), Average velocity = 2.504(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 4.83(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 702.000 to Point/Station 7.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 47.800(Ft.) � Downstream point/station elevation = 46.100(Ft.) Pipe length 325.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 14.810(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 14.810(CFS) �-�� Normal flow depth in pipe = 17.88(In.) Flow top width inside pipe = 20.92(In.) Critical Depth = 16.63(In.) Pipe flow velocity = 5.90(Ft/s) � Travel time through pipe = 0.92 min. Time of concentration (TC? = 22.81 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 6.940(Ac.) Runoff from this stream = 14.810(CFS} Time of concentration = 22.81 min. Rainfall intensity = 2.213(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 703.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 900.000(Ft.) Top (of initial area) elevation = 58.500(Ft.) Bottom (of initial area) elevation = 52.800(Ft.) Difference in elevation = 5.700(Ft.) Slope = 0.00633 s(percent)= 0.63 � TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 16.309 min. Rainfall intensity = 2.661(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.773 G Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.883(CFS) Total initial stream area = 2.860(Ac.) . Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.860(Ac.) Runoff from this stream = 5.883(CFS) Time of concentration = 16.31 min. Rainfall intensity = 2.661(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 704.000 to Point/Station 705.000 **** INITIAL AREA EVALUATION **** / � \� Initial area flow distance = 520.000(Ft.) Top (of initial area) elevation = 56.400(Ft.) Bottom (of initial area) elevation = 52.800(Ft.) Difference in elevation = 3.600(Ft.) � Slope = 0.00692 s(percent)= 0.69 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.865 min. Rainfall intensity = 3.032(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) „ - Runoff Coefficient = 0.784 �� J Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.211(CFS) Total initial stream area = 1.350(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 705.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 3.211(CFS) Time of concentration = 12.86 min. � Rainfall intensity = 3.032(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.883 16.31 2.661 2 3.211 12.86 3.032 Largest stream flow has longer time of concentration Qp = 5.883 + sum of Qb Ia/Ib 3.211 * 0.878 = 2.818 Qp = 8.701 Total of 2 streams to confluence: Flow rates before confluence point: 5.883 3.211 Area of streams before confluence: 2.860 1.350 Results of confluence: Total flow rate = 8.701(CFS) Time of concentration = 16.309 min. Effective stream area after confluence = 4.210(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 705.000 to Point/Station 706.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.800(Ft.) ^�r . � t End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) � Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000{Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 9.476(CFS) Depth of flow = 0.513(Ft.), Average velocity = 2.355(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.67(Ft.) Streetflow hydraulics at midpoint of street travel: �,_� Halfstreet flow width = 19.752(Ft:) Flow velocity = 2.35(Ft/s) Travel time = 1.95 min. TC = 18.26 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot? Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.501(In/Hr) for a 100.0 year storm Subarea runoff = 1.439(CFS) for 0.750(Ac.) Total runoff = 10.140(CFS) Total area = 4.960(Ac.) Street flow at end of street = 10.140(CFS) Half street flow at end of street = 10.140(CFS) Depth of flow = 0.524(Ft.), Average velocity = 2.383(Ft/s? Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.22(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 706.000 to Point/Station 706.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.960(Ac.) Runoff from this stream = 10.140(CFS) Time of concentration = 18.26 min. Rainfall intensity = 2.501(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 707.000 to Point/Station 708.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 690.000(Ft.) �� Z Top (of initial area) elevation = 56.800(Ft.) Bottom (of initial area) elevation = 52.800(Ft.) Difference in elevation = 4.000(Ft.) � Slope = 0.00580 s(percent)= 0.58 TC = k(0.390) * [ (length"'3) / (elevation change) J "0.2 Initial area time of concentration = 14.927 min. Rainfall intensity = 2.794(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) . Runoff Coefficient = 0.777 �: -�' Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.491(CFS) Total initial stream area = 4.370(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 708.000 to Point/Station 709.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 52.800(Ft.) End of street segment elevation = 51.400(Ft.) Length of street segment = 275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) � Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 10.338(CFS) Depth of flow = 0.527{Ft.), Average velocity = 2.396(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.36(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000 tFt. ) C"t'8 Flow velocity = 2.40(Ft/s) Travel time = 1.91 min. TC = 16.84 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.615(In/Hr) for a 100.0 year storm Subarea runoff = 1.573(CFS) for 0.780(Ac.) Total runoff = 11.064(CFS) Total area = 5.150(Ac.) Street flow at end of street = 11.064(CFS) Half street flow at end of street = 11.064(CFS) Depth of flow = 0.537(Ft.), Average velocity = 2.439(Ft/s) � Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.87(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 5.150(Ac.) Runoff from this stream = 11.064(CFS) Time of concentration = 16.84 min. Rainfall intensity = 2.615(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.140 18.26 2.501 2 11.064 16.84 2.615 Largest stream flow has longer or shorter time of concentration Qp = 11.064 + sum of � Qa - Tb/Ta 10.140 * 0.922 = 9.354 Qp = 20.418 Total of 2 streams to confluence: Flow rates before confluence point: 10.140 11.064 � Area of streams before confluence: 4.960 5.150 Results of confluence : Total flow rate = 20.418(CFS) Time of concentration = 16.840 min. Effective stream area after confluence = 10.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 709.000 to Point/Station 709.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 10.110(Ac.) Runoff from this stream = 20.418(CFS) Time of concentration = 16.84 min. Rainfall intensity = 2.615(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) �lO � 1 14.810 22.81 2.213 2 20.418 16.84 2.615 Largest stream flow has longer or shorter time of concentration � Qp = 20.418 + sum of Qa Tb/Ta 14.810 * 0.738 = 10.932 Qp = 31.350 Total of 2 main streams to confluence: Flow rates before confluence point: 14.810 20.418 Area of streams before confluence: 6.940 10.110 , Results of confluence: Total flow rate = 31.350(CFS) Time of concentration = 16.840 min. Effective stream area after confluence = 17.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 46.100(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 630.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 31.350(CFS) � Nearest computed pipe diameter =- 30.00(In.) Calculated individual pipe flow 31.350(CFS) Nonnal flow depth in pipe = 23.30(In.) Flow top width inside pipe = 24.99(In.) �� Critical Depth = 22.90(In.) Pipe flow velocity = 7.67(Ft/s) Travel time through pipe = 1.37 min. Time of concentration (TC) = 18.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station 7.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 17.050(Ac.) Runoff from this stream = 31.350(CFS) Time of concentration = 18.21 min. Rainfall intensity = 2.505(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.000 to Point/Station 711.000 **** INITIAL AREA EVALUATION **** . Initial area flow distance = 990.000(Ft.) Top (of initial area) elevation = 55.200(Ft.) Bottom (of initial area) elevation = 47.800(Ft.) Difference in elevation = 7.400(Ft.) Slope = 0.00747 s(percent) = 0.75 L'l -� TC = k(0.390)*[(length"3)/(elevation change)]"0.2 ^�. Initial area time of concentration = 16.391 min. Rainfall intensity = 2.654(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.773 _ Decimal fraction soil group A= 0.000 �, Decimal fraction soil group B= 1.000 ` Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.265(CFS) Total initial stream area = 2.080(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 711.000 to Point/Station 711.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.080(Ac.) Runoff from this stream = 4.265(CFS) Time of concentration = 16.39 min. Rainfall intensity = 2.654(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 31.350 18.21 2.505 2 4.265 16.39 2.654 Largest stream flow has longer time of concentration Qp = 31.350 + sum of Qb Ia/Ib 4.265 * 0.944 = 4.025 Qp = 35.375 Total of 2 streams to confluence: Flow rates before confluence point: 31.350 4.265 Area of streams before confluence: 17.050 2.080 Results of confluence: Total flow rate = 35.375(CFS) Time of concentration = 18.209 min. Effective stream area after confluence = 19.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.020 to Point/Station 7.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 42.000(Ft.> � Downstream point/station elevation = 39.700(Ft.) Pipe length 320.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 35.375(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 35.375(CFS) �� Normal flow depth in pipe = 25.08(In.) Flow top width inside pipe = 22.22(In•) Critical Depth = 24.21(In.) Pipe flow velocity = 8.07(Ft/s) Travel time through pipe = 0.66 min. � Time of concentration (TC) = 18.87 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.030 to Point/Station 7.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 19.130(Ac.) Runoff from this stream = 35.375(CFS) Time of concentration = 18.87 min. Rainfall intensity = 2.456(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 712.000 to Point/Station 713.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 270.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 53.200(Ft.) Difference in elevation = 1.300(Ft.) Slope = 0.00481 s(percent)= 0.48 � TC = k(0.300)*((length"3)/(elevation change)]"'0.2 Initial area time of concentration = 8.187 min. Rainfall intensity = 3.888(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.881 G_�� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.685(CFS) Total initial stream area = 0.200(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 713.000 to Point/Station 715.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 53.200(Ft.) End of street segment elevation = 47.600(Ft.) Length of street segment = 785.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) � Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street � �� Distance from curb to property line = 10.000{Ft.) Slope from curb to property line (v/hz) = 0.020 r� Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 4.452(CFS) Depth of flow = 0.390(Ft.), Average velocity = 2.262(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 13.600(Ft.) Flow velocity = 2.26(Ft/s) Travel time = 5.78 min. TC = 13.97 min. Adding area flow to street �-; -;' SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.781 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.898(In/Hr) for a 100.0 year storm Subarea runoff = 4.976(CFS) for 2.200(Ac.) Total runoff = 5.661(CFS) Total area = 2.400(Ac.) Street flow at end of street = 5.661{CFS) Half street flow at end of street = 5.661(CFS) Depth of flow = 0.418(Ft.), Average velocity = 2.397(Ft/s) Flow width (from curb towards crown)= 14.978(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.400(Ac.) Runoff from this stream = 5.661(CFS) Time of concentration = 13.97 min. Rainfall intensity = 2.898(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 714.000 to Point/Station 715.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 54.500(Ft.) Bottom (of initial area) elevation = 47.600(Ft.) Difference in elevation = 6.900(Ft.) Slope = 0.00784 s(percent)= 0.78 . TC = k(0.390) * [ (length"'3) / (elevation change) ) �0.2 Initial area time of concentration = 15.488 min. Rainfall intensity = 2.738(In/Hr) for a 100.0 year storm SINGLE FAMILY {1/4 Acre Lot) � Runoff Coefficient = 0.775 �' � ` � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.096(CFS) Total initial stream area = 2.400(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 715.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 2.400(Ac.) Runoff from this stream = 5.096(CFS) Time of concentration = 15.49 min. Rainfall intensity = 2.738(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.661 13.97 2.898 2 5.096 15.49 2.738 Largest stream flow has longer or shorter time of concentration Qp = 5.661 + sum of Qa Tb/Ta 5.096 * 0.902 = 4.597 Qp = 10.257 Total of 2 streams to confluence: � Flow rates before confluence point: 5.661 5.096 Area of streams before confluence: 2.400 2.400 Results of confluence: Total flow rate = 10.257(CFS) Time of concentration = 13.971 min. Effective stream area after confluence = 4.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 715.000 to Point/Station 716.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.600(Ft.) End of street segment elevation = 46.300(Ft.) Length of street segment = 255.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.? Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) �-�-13 Slope from curb to property line {v/hz) = 0.020 • Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 10.439(CFS) Depth of flow = 0.529(Ft.), Average velocity = 2.403(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.43(Ft.) � Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) Flow velocity = 2.40(Ft/s) Travel time = 1.77 min. TC = 15.74 min. Adding area flow to street ��-;` CONlNiERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.714(In/Hr) for a 100.0 year stonn Subarea runoff = 0.404(CFS) for 0.170(Ac.) Total runoff = 10.661(CFS) Total area = 4.970(Ac.) Street flow at end of street = 10.661(CFS) Half street flow at end of street = 10.661(CFS) Depth of flow = 0.532(Ft.), Average velocity = 2.416(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.59(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 716.000 to Point/Station 716.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.970(Ac.? - Runoff from this stream = 10.661(CFS) � Time of concentration = 15.74 min. Rainfall intensity = 2.714(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 717.000 to Point/Station 718.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 58.800(Ft.) Bottom (of initial area) elevation = 51.1o0(Ft.) Difference in elevation = 7.700(Ft.) Slope = 0.00875 s(percent)= 0.87 TC = k (0.390) * [ (length'"3) / (elevation change) ] "'0 .2 Initial area time of concentration = 15.152 min. Rainfall intensity = 2.771(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.777 �t- �-�- � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 3.981(CFS) Total initial stream area = 1.850(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 718.000 to Point/Station 719.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 51.100(Ft.) End of street segment elevation = 46.300(Ft.) Length of street segment = 920.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900{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 = 5.757(CFS) Depth of flow = 0.439(Ft.), Average velocity = 2.138(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 16.046(Ft.) �j-�� Flow velocity = 2.14(Ft/s) Travel time = 7.17 min. TC = 22.32 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.757 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.239(In/Hr) for a 100.0 year storm Subarea runoff = 2.795(CFS) for 1.650(Ac.) Total runoff = 6.777(CFS) Total area = 3.500(Ac.) Street flow at end of street = 6.777(CFS) Half street flow at end of street = 6.777(CFS) Depth of flow = 0.461(Ft.}, Average velocity = 2.224(Ft/s) Flow width (from curb towards crown)= 17.113(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 719.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 � Stream flow area = 3.500(Ac.) Runoff from this stream = 6.777(CFS) Time of concentration = 22.32 min. Rainfall intensity = 2.239(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 10.E61 15.74 2.714 2 6.777 22.32 2.239 Largest stream flow has longer or shorter time of concentration Qp = 10.661 + sum of Qa Tb/Ta 6.777 * 0.705 = 4.778 Qp = 15.439 Total of 2 streams to confluence: Flow rates before confluence point: 10.661 6.777 Area of streams before confluence: 4.970 3.500 Results of confluence: Total flow rate = 15.439(CFS) Time of concentration = 15.740 min. Effective stream area after confluence = 8.470(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 719.000 to Point/Station 719.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 � Stream flow area = 8.470(Ac.) Runoff from this stream = 15.439(CFS) Time of concentration = 15.74 min. Rainfall intensity = 2.714(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 35.375 18.87 2.456 2 15.439 15.74 2.714 Largest stream flow has longer time of concentration Qp = 35.375 + sum of Qb Ia/Ib 15.439 * 0.9Q5 = 13.973 Qp = 49.348 Total of 2 main streams to confluence: Flow rates before confluence point: 35.375 15.439 Area of streams before confluence: 19.130 8.470 � Results of confluence: Total flow rate = 49.348(CFS) Time of concentration = 18.870 min. Effective stream area after confluence = 27.600(Ac.) �' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.030 to Point/Station 7.040 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** � Upstream point/station elevation = 39.700(Ft.) ' Downstream point/station elevation = 38.300(Ft.) Pipe length = 210.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 49.348(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 49.348(CFS) Normal flow depth in pipe = 26.86 (In. ) r '�" =_ Flow top width inside pipe = 31.34(In.) Critical Depth = 27.42(In.) Pipe flow velocity = 8.73(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 19.27 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.040 to Point/Station 7.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.600(Ac.) Runoff from this stream = 49.348(CFS) Time of concentration = 19.27 min. Rainfall intensity = 2.428(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 720.000 to Point/Station 722.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 960.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 46.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00562 s(percent)= 0.56 TC = k(0.390?*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 17.138 min. Rainfall intensity = 2.590(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.770 �, Decimal fraction soil group A= 0.000 �'�° Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.187(CFS) Total initial stream area = 2.600(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** I � Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.600(Ac.) Runoff from this stream = 5.187(CFS) Time of concentration = 17.14 min. � Rainfall intensity = 2.590(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 721.000 to Point/Station 722.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 950.000(Ft.) Top (of initial area) elevation = 51.500(Ft.) Bottom (of initial area) elevation = 46.100(Ft.) Difference in elevation = 5.400(Ft.) Slope = 0.00568 s(percent)= 0.57 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 17.030 min. Rainfall intensity = 2.599(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.771 �;'- �( Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.908(CFS) Total initial stream area = 2.950(Ac.) � Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 722.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 2.950(Ac.) Runoff from this stream = 5.908(CFS) Time of concentration = 17.03 min. Rainfall intensity = 2.599(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.187 17.14 2.590 2 5.908 17.03 2.599 Largest stream flow has longer or shorter time of concentration Qp = 5.908 + sum of Qa Tb/Ta 5.187 * 0.994 = 5.155 Qp = 11.063 , Total of 2 streams to confluence: Flow rates before confluence point: 5.187 5.908 Area of streams before confluence: 2.600 2.950 � (� Results of confluence: Total flow rate = 11.063(CFS) Time of concentration = 17.030 min. Effective stream area after confluence = 5.550(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 722.000 to Point/Station 723.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 46.100(Ft.} End of street segment elevation = 44.800(Ft.) Length of street segment = 225.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.00OtFt.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 11.203(CFS) Depth of flow = 0.530(Ft.), Average velocity = 2.564(Ft/s) Warning: depth of flow exceeds top of curb � Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.49(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 20.000(Ft.) G_�8 Flow velocity = 2.56(Ft/s) Travel time = 1.46 min. TC = 18.49 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.873 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.484(In/Hr) for a 100.0 year storm Subarea runoff = 0.304(CFS) for 0.140(Ac.) Total runoff = 11.367(CFS) Total area = 5.690(Ac.} Street flow at end of street = 11.367(CFS) Half street flow at end of street = 11.367(CFS) Depth of flow = 0.532(Ft.), Average velocity = 2.573(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.60(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 723.000 to Point/Station 723.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.690(Ac.) Runoff from this stream = 11.367(CFS) � Time of concentration = 18.49 min. Rainfall intensity = 2 .484 ( In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 49.348 19.27 2.428 2 11.367 18.49 2.484 Largest stream flow has longer time of concentration Qp = 49.348 + sum of Qb Ia/Ib 11.367 * 0.978 = 11.112 Qp = 60.460 Total of 2 main streams to confluence: Flow rates before confluence point: 49.348 11.367 Area of streams before confluence: 27.600 5.690 Results of confluence: Total flow rate = 60.460(CFS) � Time of concentration = 19.271 min. - Effective stream area after confluence 33.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.040 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 38.300(Ft.) Downstream point/station elevation = 36.800(Ft.) Pipe length = 50.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 60.460(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 60.460(CFS) Normal flow depth in pipe = 21.28(In.) Flow top width inside pipe = 27.24(In.) Critical depth could not be calculated. Pipe flow velocity = 16.25 (Ft/s) �IP[-._ Travel time through pipe = 0.05 min. Time of concentration (TC) = 19.32 min. End of computations, total study area = 33.29 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.568 . Area averaged RI index number = 59.3 �'� o � � �00 � � � Y � � Riverside County Rational Hydrology Program � CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 Rational Hydrology_Study________Date__10/16/O1 File:305H.out -------------------------- -------------------------- TR 29305 HYDROLOGY AREA "H" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year stonn 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 245.000(Ft.) Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 65.400(Ft.) Difference in elevation = 6.900(Ft.) Slope = 0.02816 s(percent)= 2.82 TC = k(0.300) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 5.532 min. Rainfall intensity = 4.823(In/Hr) for a 100.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.884 N � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 ��_ Initial subarea runoff = 0.725(CFS) Total initial stream area = 0.170(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.725(CFS) Time of concentration = 5.53 min. Rainfall intensity = 4.823(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 801.000 to Point/Station 802.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 550.000(Ft.) Top (of initial area) elevation = 74.100(Ft.) Bottom (of initial area) elevation = 66.000(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.01473 s(percent)= 1.47 TC = k(0.710) * [ (length"'3) / (elevation change) ) "'0.2 Initial area time of concentration = 20.596 min. Rainfall intensity = 2.341(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea • Runoff Coefficient = 0.717 �-7 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 4.193(CFS) Total initial stream area = 2.500(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 802.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normai stream number 2 Stream flow area = 2.500tAc.) Runoff from this stream = 4.193(CFS) Time of concentration = 20.60 min. Rainfall intensity = 2.341(In/Hr} Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 0.725 5.53 4.823 2 4.193 20.60 2.341 Largest stream flow has longer time of concentration Qp = 4.193 + sum of �� Qb Ia/Ib 0.725 * 0.485 = 0.352 Qp = 4.545 � Total of 2 streams to confluence: Flow rates before confluence point: 0.725 4.193 Area of streams before confluence: 0.170 2.500 Results of confluence: Total flow rate = 4.545(CFS) Time of concentration = 20.596 min. Effective stream area after confluence = 2.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 802.000 to Point/Station 804.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 65.400(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 405.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.056(CFS) Depth of flow = 0.349(Ft.), Average velocity = 3.502(Ft/s) Streetflow hydraulics at midpoint of street travel: �, ^ Halfstreet flow width = 11.512(Ft.) '""` . `, Flow velocity = 3.50(Ft/s) Travel time = 1.93 min. TC = 22.52 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.228(In/Hr) for a 100.0 year stonn Subarea runoff = 1.165(CFS) for 0.600(Ac.) Total runoff = 5.710(CFS) Total area = 3.270(Ac.) Street flow at end of street = 5.710(CFS) � Half street flow at end of street = 5.710(CFS) Depth of flow = 0.360(Ft.), Average velocity = 3.604(Ft/s) Flow width (from curb towards crown)= 12.107(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3�� Process from Point/Station 804.000 to Point/Station 804.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 � Stream flow area = 3.270(Ac.} Runoff from this stream = 5.710(CFS) Time of concentration = 22.52 min. Rainfall intensity = 2.228(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 803.000 to Point/Station 804.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 970.000(Ft.) Top (of initial area) elevation = 63.000(Ft.) Bottom (of initial area) elevation = 55.700(Ft.) Difference in elevation = 7.300(Ft.) Slope = 0.00753 s(percent)= 0.75 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 12.489 min. Rainfall intensity = 3.082tIn/Hr) for a 100.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.877 �-�-�- Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 15.004(CFS) Total initial stream area = 5.550(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 804.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 5.550(Ac.) Runoff from this stream = 15.004(CFS) Time of concentration = 12.49 min. Rainfall intensity = 3.082(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.710 22.52 2.228 2 15.004 12.49 3.082 Largest stream flow has longer or shorter time of concentration Qp = 15.004 + sum of � Qa Tb/Ta 5.710 * 0.554 = 3.166 Qp = 18.170 Total of 2 streams to confluence: Flow rates before confluence point: ' ,-- 5.710 15.004 Area of streams before confluence: 3.270 5.550 � Results of confluence: Total flow rate = 18.170(CFS) Time of concentration = 12.489 min. Effective stream area after confluence = 8.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 804.000 to Point/Station 8.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 50.000(Ft.) Downstream point/station elevation = 42.000(Ft.) Pipe length = 580.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 18.170(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 18.170(CFS) Normal flow depth in pipe = 16.78(In.) Flow top width inside pipe = 16.83(In.) +��n � Critical Depth = 18.59(In.) `� Pipe flow velocity = 8.82(Ft/s) Travel time through pipe = 1.10 min. Time of concentration {TC) = 13.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.820(Ac.) Runoff from this stream = 18.170(CFS) Time of concentration = 13.59 min. Rainfall intensity = 2.943(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.313(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.760 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 �.OG RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 21.05 min. Rain intensity = 2.31(In/Hr) Total area = 54.58(Ac.) Total runoff = 99.22(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MINOR STREAMS **** ., � � Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 54.580(Ac.) Runoff from this stream = 99.220(CFS} � Time of concentration = 21.05 min. Rainfall intensity = 2.313(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) {In/Hr) 1 18.170 13.59 2.943 2 99.220 21.05 2.313 Largest stream flow has longer time of concentration Qp = 99.220 + sum of Qb Ia/Ib 18.170 * 0.786 = 14.281 Qp - 113.501 Total of 2 streams to confluence: Flow rates before confluence point: 18.170 99.220 Area of streams before confluence: 8.820 54.580 Results of confluence: Total flow rate = 113.501(CFS) Time of concentration = 21.050 min. Effective stream area after confluence = 63.400(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 63.400(Ac.) Runoff from this stream = 113.501(CFS) Time of concentration = 21.05 min. Rainfall intensity = 2.313(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 805.000 to Point/Station 806.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 620.000(Ft.} Top (of initial area) elevation = 72.300(Ft.) Bottom (of initial area) elevation = 63.100(Ft.) Difference in elevation = 9.200(Ft.) Slope = 0.01484 s(percent)= 1.48 TC = k{0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 9.116 min. � Rainfall intensity = 3.665(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.880 f� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 ��: Decimal fraction soil group D= 0.000 RZ index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 � Initial subarea runoff = 2.515(CFS) Total initial stream area = 0.780lAc.) Pervious area fraction - 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 806.000 to Point/Station 808.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 63.100(Ft.) End of street segment elevation = 54.100(Ft.} Length of street segment = 440.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s> of the street Distance from curb to property line = 10.000(Ft.} Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 3.354(CFS) � Depth of flow = 0.312(Ft.), Average velocity = 3.167(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.698tFt.) � Flow velocity = 3.17(Ft/s) Travel time = 2.32 min. TC = 11.43 min. Adding area flow to street CONIMERCIAL suYiarea 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 Rainfall intensity = 3.236(In/Hr) for a 100.0 year storm Subarea runoff = 1.484(CFS) for 0.520(Ac.) Total runoff = 4.000(CFS) Total area = 1.300(Ac.) Street flow at end of street = 4.000(CFS) Half street flow at end of street = 4.000(CFS) Depth of flow = 0.328(Ft.), Average velocity = 3.298(Ft/s) Flow width (from curb towards crown)= 10.461(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 808.000 to Point/Station 808.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.300(Ac.) Runoff from this stream = 4.000(CFS) Time of concentration = 11.43 min. �-_ Rainfall intensity = 3.236(In/Hr) � +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++t++++ Process from Point/Station 807.000 to Point/Station 808.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 700.000(Ft.) Top (of initial area) elevation = 62.000(Ft.) Bottom (of initial area) elevation = 54.500{Ft.) Difference in elevation = 7.500(Ft.) Slope = 0.01071 s(percent?= 1.07 TC = k(0.323)*((length�3)/(elevation change)]�0.2 Initial area time of concentration = 10.996 min. Rainfall intensity = 3.306(In/Hr) for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.865 �i'7 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 4.574(CFS) Total initial stream area = 1.600(Ac.) Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 808.000 to Point/Station 808.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 1.600(Ac.) Runoff from this stream = 4.574(CFS) Time of concentration = 11.00 min. Rainfall intensity = 3.306(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.000 11.43 3.236 2 4.574 11.00 3.306 Largest stream flow has longer or shorter time of concentration Qp = 4.574 + sum of Qa Tb/Ta 4.000 * 0.962 = 3.848 4P = 8.422 Total of 2 streams to confluence: Flow rates before confluence point: 4.000 4.574 � Area of streams before confluence: 1.300 1.600 Results of confluence: Total flow rate = 8.422(CFS) Time of concentration = 10.996 min. Effective stream area after confluence = 2.900(Ac.) s— � +++++++++++�.}+++++.}+.}++}++++++++++}+}++i�tt+t++t+tti Process from Point/Station 808.000 to Point/Station 810.000 o **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 54.100(Ft.) End of street segment elevation = 50.400(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 9.046(CFS) Depth of flow = 0.461(Ft.), Average velocity = 2.963(Ft/s) Streetflow hydraulics at midpoint of street trave�: � Halfstreet flow width = 17.130 (Ft. ) �''- � Flow velocity = 2.96(Ft/s) Travel time = 2.25 min. TC = 13.25 min. Adding area flow to street � CONlNIERCIAL 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 Rainfall intensity = 2.984(In/Hr) for a 100.0 year storm Subarea runoff = 1.130(CFS) for 0.430(Ac.) Total runoff = 9.552(CFS) Total area = 3.330(Ac.) Street flow at end of street = 9.552(CFS) Half street flow at end of street = 9.552(CFS) Depth of flow = 0.468(Ft.), Average velocity = 3.003(Ft/s) Flow width (from curb towards crown)= 17.501(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.330(Ac.) Runoff from this stream = 9.552(CFS) Time of concentration = 13.25 min. Rainfall intensity = 2.984(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 809.000 to Point/Station 810.000 **** INITIAL AREA EVALUATION **** �r; Initial area flow distance = 660.000(Ft.) Top (of initial area) elevation = 58.000(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) � Difference in elevation = 7.600(Ft.) Slope = 0.01152 s(percent)= 1.15 TC = k(0.323)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 10.587 min. Rainfall intensity = 3.375(In/Hr} for a 100.0 year storm APARTMENT subarea type Runoff Coefficient = 0.866 � a 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 = 0.200; Impervious fraction = 0.800 Initial subarea runoff = 8.618(CFS} Total initial stream area = 2.950(Ac.} Pervious area fraction = 0.200 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 ta Point/Station 810.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream nuinber 2 Stream flow area = 2.950(Ac.) Runoff from this stream = 8.618(CFS) Time of concentration = 10.59 min. Rainfall intensity = 3.375(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.552 13.25 2•984 2 8.618 10.59 3.375 Largest stream flow has longer time of concentration Qp = 9.552 + sum of Qb Ia/Ib 8.618 * 0.884 = 7.619 Qp - 17.171 Total of 2 streams to confluence: Flow rates before confluence point: 9.552 8.618 Area of streams before confluence: 3.330 2.950 Results of confluence: Total flow rate = 17.171(CFS) Time of concentration = 13.246 min. Effective stream area after confluence = 6.280(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 810.000 to Point/Station 810.000 **** CONFLUENCE OF MAIN STREAMS **** ti� v : The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 6.280(Ac.) � Runoff from this stream = 17.171(CFS) Time of concentration = 13.25 min. Rainfall intensity - 2.984(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 113.501 21.05 2.313 2 17.171 13.25 2.984 Largest stream flow has longer time of concentration Qp = 113.501 + sum of Qb Ia/Ib 17.171 * 0.775 = 13.309 Qp - 126.810 Total of 2 main streams to confluence: Flow rates before confluence point: 113.501 17.171 Area of streams before confluence: 63.400 6.280 Results of confluence: Total flow rate = 126.810(CFS) � Time of concentration = 21.050 min. - Effective stream area after confluence 69.680(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 42.000(Ft.) Downstream point/station elevation = 36.800(Ft.) Pipe length = 785.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 126.810(CFS) Nearest computed pipe diameter = 51.00(In.) Calculated individual pipe flow = 126.810(CFS) Nonnal flow depth in pipe = 38.63(In.) Flow top width inside pipe = 43.73(In.) �'!�'� Critical Depth = 40.24(In.) Pipe flow velocity = 10.99(Ft/s) Travel time through pipe = 1.19 min. Time of concentration (TC) = 22.24 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 Stream flow area = 69.680(Ac.) Runoff from this stream = 126.810(CFS) Time of concentration = 22.24 min. Rainfall intensity = 2.244(In/Hr) `ti ! � Jc � ++'f+�"�+i"�+f'++'f'+'�+'�+i"�++++'�'�'F�'++'�'F+++'�+++'F+++++++i-+i'f'�F+++'t+++++�F t++++t+ Process from Point/Station 8.020 to Point/Station 8.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.425(In/Hr) for a 100.0 year storin SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.764 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 `' �� RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 19.32 min. Rain intensity = 2.42(In/Hr) Total area = 33.29(Ac.) Total runoff = 60.46(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal s�ream number 2 Stream flow area = 33.290(Ac.) Runoff from this stream = 60.460(CFS) Time of concentration = 19.32 min. Rainfall intensity = 2.425(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 126.810 22.24 2.244 2 60.460 19.32 2.425 Largest stream flow has longer time of concentration Qp = 126.810 + sum of Qb Ia/Ib 60.460 * 0.926 = 55.956 Qp = 182.766 Total of 2 streams to confluence: Flow rates before confluence point: 126.810 60.460 Area of streams before confluence: 69.680 33.290 Results of confluence: Total flow rate = 182.766(CFS) Time of concentration = 22.240 min. Effective stream area after confluence = 102.970(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.030 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 36.800(Ft.) Downstream point/station elevation = 34.600(Ft.) [ ` � Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 182.766(CFS) Nearest computed pipe diameter = 60.00(In.) Calculated individual pipe flow = 182.766(CFS) �;�_ � Normal flow depth in pipe = 53.25(In.) � _ Flow top width inside pipe = 37.92(In.) Critical Depth = 46.45(In.) Pipe flow velocity = 9.93(Ft/s) Travel time through pipe = 0.84 min. Time of concentration (TC) = 23.08 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.030 to Point/Station 8.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 102.970(Ac.) Runoff from this stream = 182.766(CFS) Time of concentration = 23.08 min. Rainfall intensity = 2.199(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 811.000 to Point/Station 813.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 525.000(Ft.) Top (of initial area) elevation = 55.700(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 5.300(Ft.) Slope = 0.01010 s(percent)= 1.01 TC = k(0.300)*[(length"'3)/(elevation change)]�0.2 Initial area time of concentration = 9.212 min. � Rainfall intensity = 3.644(In/Hr) for a 100.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.880 N" (� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.340(CFS) Total initial stream area = 0.730(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 813.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.730{Ac.) Runoff from this stream = 2.340(CFS) Time of concentration = 9.21 min. Rainfall intensity = 3.644(In/Hr) i +++++++t+++++++++++t++++++++++++++++++++++++++++++ Process from Point/Station 812.000 to Point/Station 813.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 510.000(Ft.) Top (of initial area) elevation = 53.200(Ft.) Bottom (of initial area) elevation = 50.400(Ft.) Difference in elevation = 2.800(Ft.i Slope = 0.00549 s(percent)= 0.55 TC = k(0.300)*((length"'3)/(elevation change)]�0.2 Initial area time of concentration = 10.286 min. Rainfall intensity = 3.429(In/Hr) for a 100.0 year storm CONIMERCIAL subarea type Runoff Coefficient = 0.879 � ' .- �_ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.055(CFS) Total initial stream area = 0.350(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Statioin 813.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.350(Ac.) Runoff from this stream = 1.055(CFS) Time of concentration = 10.29 min. Rainfall intensity = 3.429(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.340 9.21 3.644 2 1.055 10.29 3.429 Largest stream flow has longer or shorter time of concentration Qp = 2.340 + sum of Qa Tb/Ta 1.055 * 0.896 = 0.945 Qp - 3.285 Total of 2 streams to confluence: Flow rates before confluence point: 2.340 1.055 Area of streams before confluence: 0.730 0.350 � Results of confluence: Total flow rate = 3.285(CFS) Time of concentration = 9.212 min. Effective stream area after confluence = 1.080(Ac.) �: _ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 813.000 to Point/Station 815.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 50.400(Ft.) End of street segment elevation = 44.800(Ft.) Length of street segment = 810.000(Ft.) Height of curb above gutter flowline = 6.0{In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.049(CFS) Depth of flow = 0.406(Ft.), Average velocity = 2.304(Ft/s) Streetflow hydraulics at midpoint of street travel: ,, �, Halfstreet flow width = 14.399(Ft.) �� Flow velocity = 2.30(Ft/s) Travel time = 5.86 min. TC = 15.07 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.875 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.779(In/Hr? for a 100.0 year stonn Subarea runoff = 2.822(CFS) for 1.160(Ac.) Total runoff = 6.107(CFS) Total area = 2.240(Ac.) Street flow at end of street = 6.107(CFS) Half street flow at end of street = 6.107(CFS) Depth of flow = 0.429(Ft.), Average velocity = 2.412(Ft/s) Flow width (from curb towards crown)= 15.535(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 815.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.240(Ac.) Runoff from this stream = 6.107(CFS) Time of concentration = 15.07 min. Rainfall intensity = 2.779(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 814.000 to Point/Station 815.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 225.000(Ft.) ��. Top (of initial area) elevation = 46.100(Ft.) Bottom (of initial area) elevation = 44.800(Ft.) Difference in elevation = 1.300(Ft.) � Slope = 0.00578 s(percent)= 0.58 TC = k(0.300)*((length"'3)/(elevation change)]�0.2 Initial area time of concentration = 7.339 min. Rainfall intensity = 4.129(In/Hr) for a 100.0 year stonn CONIMERCIAL subarea type �, „ Runoff Coefficient = 0.882 ,.'. Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 0.510(CFS) Total initial stream area = 0.140(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 815.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.140(Ac.) Runoff from this stream = 0.510(CFS) Time of concentration = 7.34 min. Rainfall intensity = 4.129(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.107 15.07 2.779 2 0.510 7.34 4.129 Largest stream flow has longer time of concentration Qp = 6.107 + sum of Qb Ia/Ib 0.510 * 0.673 = 0.343 Qp = 6.451 Total of 2 streams to confluence: Flow rates before confluence point: 6.107 0.510 Area of streams before confluence: 2.240 0.140 Results of confluence: Total flow rate = 6.451(CFS) Time of concentration = 15.071 min. Effective stream area after confluence = 2.380(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 815.000 to Point/Station 816.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 44.800(Ft.) End of street segment elevation = 42.600(Ft.) � �� Length of street segment = 515.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.494(CFS) Depth of flow = 0.489(Ft.), Average velocity = 2.114(Ft/s) Streetflow hydraulics at midpoint of street travel: , Halfstreet flow width = 18.513(Ft.) "'-�� Flow velocity = 2.11(Ft/s) Travel time = 4.06 min. TC = 19.13 min. Adding area flow to street CONII�lERCIAL 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 = 2.438(In/Hr) for a 100.0 year stonn Subarea runoff = 1.647(CFS) for 0.770(Ac.) Total runoff = 8.098(CFS) Total area = 3.150(Ac.) Street flow at end of street = 8.098(CFS) Half street flow at end of street = 8.098(CFS) Depth of flow = 0.500(Ft.), Average velocity = 2.154(Ft/s) Flow width (from curb towards crown)= 19.081(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 816.000 to Point/Station 816.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.150(Ac.) Runoff from this stream = 8.098(CFS) Time of concentration = 19.13 min. Rainfall intensity = 2.438(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 817.000 to Point/Station 819.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 455.000(Ft.) Top (of initial area) elevation = 49.700(Ft.) r Bottom (of initial area) elevation = 47.000 (Ft. ) {rt- (( Difference in elevation = 2.700(Ft.) Slope = 0.00593 s(percent)= 0.59 X�� TC = k(0.300)*[(length�3)/(elevation change)]"0.2 Initial area time of concentration = 9.675 min. Rainfall intensity = 3.547(In/Hr) for a 100.0 year storm � CONII�IERCIAL subarea type Runoff Coefficient = 0.883 Decimal fraction soil group A= 0.000 "_ r 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 = 1.692(CFS) Total initial stream area = 0.540(Ac.) Pervious area fraetion = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 1 Stream flow area = 0.540(Ac.) Runoff from this stream = 1.692{CFS) Time of concentration = 9.68 min. Rainfall intensity = 3.547(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 818.000 to Point/Station 819.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 51.000(Ft.) Top (of initial area) elevation = 50.300(Ft.} Bottom (of initial area) elevation = 47.000(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.06471 s(percent)= 6.47 TC = k(0.390)*[(length�3)/(elevation change)]"'0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. Rainfall intensity = 5.099(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.839 � r' �7 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.984(CFS) Total initial stream area = 2.100(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 819.000 to Point/Station 819.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 2.100(Ac.) k ,� - Runoff from this stream = 8.984(CFS) Time of concentration = 5.00 min. Rainfall intensity = 5.099(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.692 9.68 3.547 2 8.984 5.00 5.099 Largest stream flow has longer or shorter time of concentration Qp = 8.984 + sum of Qa Tb/Ta 1.692 * 0.517 = 0.874 4P = 9.858 Total of 2 streams to confluence: Flow rates before confluence point: 1.692 8.984 Area of streams before confluence: 0.540 2.100 Results of confluence: Total flow rate = 9.858{CFS) Time of concentration = 5.000 min. Effective stream area after confluence = 2.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ S Process from Point/Station 819.000 to Point/Station 820.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 47.000(Ft.) End of street segment elevation = 42.500{Ft.) Length of street segment = 835.000(Ft.) Height of curb above gutter flowline = 6.0(In.) . Width of half street (curb to crown) = 22.000lFt.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.} Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 11.725(CFS) Depth of flow = 0.547(Ft.), Average velocity = 2.456(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.36(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 21.446(Ft.) N'�� Flow velocity = 2.46(Ft/s) Travel time = 5.67 min. TC = 10.67 min. Adding area flow to street CONII�IERCIAL 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 Rainfall intensity = 3.361(In/Hr) for a 100.0 year storm Subarea runoff = 2.967(CFS) for 1.000(Ac.) Total runoff = 12.825(CFS) Total area = 3.640(Ac.) Street flow at end of street = 12.825(CFS) Half street flow at end of street = 12.825(CFS) Depth of flow = 0.562(Ft.), Average velocity = 2.493(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.12(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 820.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 3.640(Ac.) Runoff from this stream = 12.825(CFS) Time of concentration = 10.67 min. Rainfall intensity = 3.361(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 182.766 23.08 2.199 2 8.098 19.13 2.438 3 12.825 10.67 3.361 Largest stream flow has longer time of concentration Qp = 182.766 + sum of Qb Ia/Ib 8.098 * 0.902 = 7.304 Qb Ia/Ib 12.825 * 0.654 = 8.389 Qp = 198.459 Total of 3 main streams to confluence: Flow rates before confluence point: 182.766 8.098 12.825 Area of streams before confluence: 102.970 3.150 3.640 Results of confluence: Total flow rate = 198.459(CFS) Time of concentration = 23.079 min. � Effective stream area after confluence = 109.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.030 to Point/Station 8.040 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** � Upstream point/station elevation = 34.600(Ft.) Downstream point/station elevation = 30.000(Ft.) Pipe length = 810.00(Ft.) Manning's N= 0.013 � No. of pipes = 1 Required pipe flow = 198.459(CFS) Nearest computed pipe diameter 60.00(In.) Calculated individual pipe flow = 198.459(CFS) Nonnal flow depth in pipe = 49.78 (In. ) r=; �= � Flow top width inside pipe = 45.11(In.) ``� `� Critical Depth = 48.23(In.) Pipe flow velocity = 11.39(Ft/s) Travel time through pipe = 1.19 min. Time of concentration (TC) = 24.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 109.760(Ac.) Runoff from this stream = 198.459(CFS) Time of concentration = 24.26 min. Rainfall intensity = 2.139(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 821.000 to Point/Station 822.000 **** INITIAL AREA EVALUATION **** i Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 42.500(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 4.500(Ft.) Slope = 0.00545 s(percent)= 0.55 TC = k(0.300)*((length"'3)/(elevation change)]�0.2 Initial area time of concentration = 12.484 min. Rainfall intensity = 3.083(In/Hr) for a 100.0 year stonn CONII�IERCIAL subarea type Runoff Coefficient = 0.881 �_ �q 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 = 2.717(CFS) . Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 822.000 to Point/Station 822.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 2.717(CFS) Time of concentration = 12.48 min. Rainfall intensity = 3.083(In/Hr) k � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS} (min} (In/Hr) � 1 198.459 24.26 2.139 2 2.717 12.48 3.083 Largest stream flow has longer time of concentration Qp = 198.459 + sum of Qb Ia/Ib 2.717 * 0.694 = 1.885 Qp = 200.345 Total of 2 streams to confluence: Flow rates before confluence point: 198.459 2•71� Area of streams before confluence: 109.760 1.000 Results of confluence: Total flow rate = 200.345(CFS) Time of concentration = 24.264 min. Effective stream area after confluence = 110.760(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.040 to Point/Station 8.050 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** . Upstream point/station elevation = 30.000(Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 85.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 200.345(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 200.345(CFS) Normal flow depth in pipe = 38.25(In.) Flow top width inside pipe = 32.14(In.) Critical depth could not be calculated. Pipe flow velocity = 20.04(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 24.34 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 823.000 to Point/Station 824.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 350.000(Ft.) Top (of initial area) elevation = 39.500(Ft.) Bottom (of initial area) elevation = 37.500(Ft.) Difference in elevation = 2.000(Ft.) Slope = 0.00571 s(percent)= 0.57 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.777 min. � Rainfall intensity = 3.742(In/Hr) for a 100.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.884 N` �O Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 X, i ✓ 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 runof f= 1. 753 ( CFS ) , .- ^ � Total initial stream area = 0.530(Ac.) r� -� Pervious area fraction = 0.100 End of computations, total study area = 111.29 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.448 Area averaged RI index number = 57.0 • s � JC � < i�� - � l _ Riverside County Rational Hydrology Program � CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.i ________Rational Hydrology_Study________Date_ 06/12/O1 File:305I.ou* ---------- --------------------------- TR 29305 HYDROLOGY AREA "I" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 For the [ Murrieta,Tmc,Rnch Callorco ] area used. 10 year storm 10 minute intensity = 2.360(In/Hr) 10 year stonn 60 minute intensity = 0.880(In/Hr) 100 year stonn 10 minute intensity = 3.480(In/Hr) � 100 year stonn 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 900.000 to Point/Station 901.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 825.000(Ft.) Top (of initial area) elevation = 38.800(Ft.) Bottom (of initial area) elevation = 32.100(Ft.) Difference in elevation = 6.700(Ft.) Slope = 0.00812 s(percent)= 0.81 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.987 min. Rainfall intensity = 2.788(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 r_ I � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 8.828(CFS) Total initial stream area = 3.960(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 901.000 to Point/Station 902.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 30.400(Ft.) Length of street segment = 315.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 9.497(CFS) _ Depth of flow = 0.508(Ft.), Average velocity = 2.422(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.41(Ft.) � Streetflow hydraulics at midpoint of street travel: ' _ V Halfstreet flow width = 19.495(Ft.) Flow velocity = 2.42(Ft/s) Travel time = 2.17 min. TC = 17.15 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.794 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.588(In/Hr) for a 100.0 year storm Subarea runoff = 1.233(CFS) for 0.600(Ac.) Total runoff = 10.061(CFS) Total area = 4.560(Ac.) Street flow at end of street = 10.061(CFS) Half street flow at end of street = 10.061(CFS) Depth of flow = 0.519(Ft.), Average velocity.= 2.430(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 0.95(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 902.000 to Point/Station 9.010 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 25.000(Ft.) Downstream point/station elevation = 22.000(Ft.) Pipe length = 380.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 10.061(CFS} Nearest computed pipe diameter = 21.00(In.) � Calculated individual pipe flow = 10.061(CFS) Normal flow depth in pipe = 13.13(In.) Flow top width inside pipe - 20.33(In.) ---_ Critical Depth = 14.18(In.) Pipe flow velocity = 6.36(Ft/s) Travel time through pipe = 1.00 min. Time of concentration (TC) = 18.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 903.000 to Point/Station 904.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 37.700(Ft.) Bottom (of initial area) elevation = 32.700(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00685 s(percent)= 0.68 TC = k(0.390)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 14.766 min. Rainfall intensity = 2.811(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) - Runoff Coefficient = 0.800 � � 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 = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 8.548(CFS) Total initial stream area = 3.800(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 904.000 to Point/Station 907.000 **** STREET FLOW TRAVEL TIME + SUBA.REA FLOW ADDITION **** Top of street segment elevation = 32.700(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 750.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900 (In. ) r � 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 = 12.147(CFS) Depth of flow = 0.524(Ft.), Average velocity = 2.859(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.21(Ft.? Streetflow hydraulics at midpoint of street travel: � Halfstreet flow width = 20.00OtFt.) Flow velocity = 2.86(Ft/s) Travel time - 4.37 min. TC = 19.14 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0 . 789 � - � � 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.437(In/Hr) for a 100.0 year storm Subarea runoff = 6.152(CFS) for 3.200(Ac.) Total runoff = 14.700(CFS) Total area = 7.000(Ac.) Street flow at end of street = 14.700(CFS) Half street flow at end of street = 14.700(CFS) Depth of flow = 0.553(Ft.), Average velocity = 3.006(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.67(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 7.000(Ac.) Runoff from this stream = 14.700(CFS) Time of concentration = 19.14 min. Rainfall intensity = 2.437(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 905.000 to Point/Station 906.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 940.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 34.100(Ft.) Difference in elevation = 5.600(Ft.) Slope = 0.00596 s(percent}= 0.60 TC = k(0.390)*[(length"3)/(elevation change?]�0.2 Initial area time of concentration = 16.800 min. Rainfall intensity = 2.618(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.795 � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.139(CFS) Total initial stream area = 2.470(Ac.) Penrious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++�+++ Process from Point/Station 906.000 to Point/Station 907.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Widtn of half street (curb to crown} = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 7.428(CFS) Depth of flow - 0.443(Ft.), Average velocity = 2.700(Ft/s) Streetflow hydraulics at midpoint of street travel: T � Halfstreet flow width = 16.224(Ft.) � s Flow velocity = 2.70(Ft/s) Travel time = 5.18 min. TC = 21.98 min. � Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.782 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.258(In/Hr) for a 100.0 year storm Subarea runoff = 3.886(CFS) for 2.200(Ac.) Total runoff = 9.026(CFS) Total area = 4.670(Ac.) Street flow at end of street = 9.026(CFS) Half street flow at end of street = 9.026(CFS) Depth of flow = 0.469(Ft.), Average velocity = 2.832(Ft/s) Flow width (from curb towards crown)= 17.519(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 4.670(Ac.) Runoff from this stream = 9.026(CFS) � Time of concentration = 21.98 min. Rainfall intensity = 2.258(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.700 19.14 2.437 � 2 9.026 21.98 2.258 Largest stream flow has longer or shorter time of concentration Qp = 14.700 + sum of Qa Tb/Ta 9.026 * 0.871 = 7.857 4P = 22.557 Total of 2 streams to confluence: Flow rates before confluence point: 14.700 9.026 Area of streams before confluence: 7.000 4.670 Results of confluence: Total flow rate = 22.557(CFS) Time of concentration = 19.138 min. Effective stream area after confluence = 11.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 907.000 to Point/Station 907.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 11.670(Ac.) Runoff from this stream = 22.557(CFS) � Time of concentration = 19.14 min. Rainfall intensity = 2.437(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 908.000 to Point/Station 909.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 67.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 38.000(Ft.) Difference in elevation = 4.200(Ft.) Slope = 0.06269 s(percent)= 6.27 TC = k(0.300)*[(length"'3)/(elevation change)]"0.2 Warning: TC computed to be less than 5 min.; program is assuming the time of concentration is 5 minutes. Initial area time of concentration = 5.000 min. RainfaTl intensity = 5.099(In/Hr) for a 100.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.888 f_� 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 = 2.490(CFS) Total initial stream area = 0.550(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 909.000 to Point/Station 911.000 � **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 38.000(Ft.) End of street segment elevation = 34.100(Ft.) Length of street segment = 755.000{Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 9.665(CFS) Depth of flow = 0.516(Ft.), Average velocity = 2.373(Ft/s) Warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.79(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 19.870(Ft.) "_\' Flow velocity = 2.37(Ft/s) ^ � Travel time = 5.30 min. TC = 10.30 min. � Adding ar_ea flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.815 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 3.426(In/Hr} for a 100.0 year storm Subarea runoff = 8.850{CFS) for 3.170.(Ac.) Total runoff = 11.339(CFS) Total area = 3.720(Ac.) Street flow at end of street = 11.339(CFS) Half street flow at end of street = 11.339(CFS} Depth of flow = 0.540(Ft.), Average velocity = 2.468(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.01(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.720(Ac.) Runoff from this stream = 11.339(CFS) Time of concentration = 10.30 min. Rainfall intensity = 3.426(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++±+++ Process from Point/Station 910.000 to Point/Station 911.000 � **** INITIAL AREA EVALUATION **** Initial area flow distance = 740.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 34.100(Ft.) Difference in elevation = 8.100(Ft.) Slope = 0.01095 s(percent)= 1.09 TC = k(0.300?*((length�3)/(elevation change)]�0.2 Initial area time of concentration = 10.398 min. Rainfall intensity = 3.409(In/Hr) for a 100.0 year stozzn CONII�IERCIAL 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 = 3.010(CFS) Total initial stream area = 1.000(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 911.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.000(Ac.) Runoff from this stream = 3.010(CFS) Time of concentration = 10.40 min. Rainfall intensity = 3.409(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) l 11.339 10.30 3.426 2 3.010 10.40 3.409 Largest stream flow has longer or shorter time of concentration Qp = 11.339 + sum of Qa Tb/Ta 3.010 * 0.991 = 2.982 Qp = 14.321 Total of 2 streams to confluence: Flow rates before confluence point: 11.339 3.010 Area of streams before confluence: 3.720 1.000 � Results of confluence: Total flow rate = 14.321(CFS) Time of concentration = 10.303 min. Effective stream area after confluence = 4.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 911.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 34.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz} = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 15.945(CFS) Depth of flow = 0.557(Ft.), Average velocity = 3.202(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.86(Ft.) Streetflow hydraulics at midpoint of street travel: �_�� Halfstreet flow width = 20.000(Ft.) ' ' Flow velocity = 3.20(Ft/s) Travel time = 4.37 min. TC = 14.67 min. � Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.820(In/Hr) for a 100.0 year stonn Subarea runoff = 2.416(CFS) for 1.070(Ac.) Total runoff = 16.737(CFS) Total area = 5.790(Ac.) Street flow at end of street = 16.737(CFS) Half street flow at end of street = 16.737(CFS) Depth of flow = 0.565(Ft.), Average velocity = 3.243{Ft/s) warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 3.26(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 5.790(Ac.) Runoff from this stream = 16.737(CFS) Time of concentration = 14.67 min. Rainfall intensity = 2.820(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 912.000 to Point/Station 913.OQ0 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 760.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) Bottom (of initial area) elevation = 32.100(Ft.) Difference in elevation = 6.200(Ft.) Slope = 0.00816 s(percent)= 0.82 TC = k(0.390)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 14.490 min. Rainfall intensity = 2.840(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot? T ,� Runoff Coefficient = 0.801 � ' � � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.281(CFS) Total initial stream area = 3.200(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 913.000 to Point/Station 914.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 32.100(Ft.) End of street segment elevation = 27.200(Ft.) Length of street segment = 705.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 9.783(CFS) Depth of flow = 0.492(Ft.), Average velocity = 2.711(Ft/s) Streetflow,hydraulics at midpoint of street travel: Halfstreet flow width = 18.681(Ft.� T_!�� Flow velocity = 2.71(Ft/s) ' �` Travel time = 4.33 min. TC = 18.82 min. Adding area flow to street SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.790 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.459(In/Hr) for a 100.0 year stonn Subarea runoff = 4.272(CFS) for 2.200(Ac.) � Total runoff = 11.553(CFS) Total area = 5.400(Ac.? Street flow at end of street = 11.553(CFS) Half street flow at end of street = 11.553(CFS) Depth of flow = 0.521(Ft.), Average velocity = 2.766(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 1.03(Ft.) Flow width (from curb towards crown)= 20.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 2 Stream flow area = 5.400(Ac.) Runoff from this stream = 11.553(CFS) Time of concentration = 18.82 min. Rainfall intensity = 2.459(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.737 14.67 2.820 � 2 11.553 18.82 2.459 Largest stream flow has longer or shorter time of concentration Qp = 16.737 + sum of Qa Tb/Ta 11.553 * 0.780 = 9.006 Qp = 25.743 Total of 2 streams to confluence: Flow rates before confluence point: 16.737 11.553 Area of streams before confluence: 5.790 5.400 Results of confluence: Total flow rate = 25.743(CFS) Time of concentration = 14.674 min. Effective stream area after confluence = 11.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.190(Ac.) � Runoff from this stream = 25.743(CFS) Time of concentration = 14.67 min. Rainfall intensity = 2.820(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity �. ,� . No. (CFS) (min) (In/Hr) � 1 22.557 19.14 2.437 2 25.743 14.67 2.820 Largest stream flow has longer or shorter time of concentration Qp = 25.743 + sum of Qa Tb/Ta 22.557 * 0.767 = 17.296 Qp = 43.039 Total of 2 main streams to confluence: Flow rates before confluence point: 22.557 25.743 Area of streams before confluence: 11.670 11.190 Results of confluence: Total flow rate = 43.039(CFS) Time of concentration = 14.674 min. Effective stream area after confluence = 22.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 914.000 to Point/Station 914.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area -= 22.860 (Ac. ) Runoff from this stream = 43.039(CFS) Time of concentration = 14.67 min. Rainfall intensity = 2.820(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.509(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.791 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 18.15 min. Rain intensity = 2.51(In/Hr) Total area = 4.56(Ac.) Total runoff = 10.06(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 9.010 to Point/Station 9.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 4.560(Ac.) Runoff from this stream = 10.060(CFS) ��- Time of concentration = 18.15 min. Rainfall intensity = 2.509(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 43.039 14.67 2.820 2 10.060 18.15 2.509 Largest stream flow has longer or shorter time of concentration Qp = 43.039 + sum of Qa Tb/Ta 10.060 * 0.808 = 8.134 Qp = 51.173 Total of 2 streams to confluence: Flow rates before confluence point: 43.039 10.060 Area of streams before confluence: 22.860 4.560 Results of confluence: Total flow rate = 51.173(CFS) Time of concentration = 14.674 min. Effective stream area after confluence = 27.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.020 � **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.800(Ft.) Pipe length = 115.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 51.173(CFS) Nearest computed pipe diameter = 33.00(In.) � Calculated individual pipe flow = 51.173(CFS) Nonnal flow depth in pipe = 25.59(In.) Flow top width inside pipe = 27.54(In.) Critical Depth = 28.18 (In. ) r Pipe flow velocity = 10.35(Ft/s) � " `� Travel time through pipe = 0.19 min. Time of concentration (TC) = 14.86 min. End of computations, total study area = 31.98 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.481 Area averaged RI index number = 62.5 � jp 50 � �� ;,-:_, Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � -_-_-___ Rational Hydrology Study________Date: 10/17/O1 File:305J.out -------------------- ----------------------------- TR 29305 HYDROLOGY AREA "J" 100 YEAR STORM JN 30001 ----------------------------------------------------------------- ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ----------------------------------------------------------- Lohr + Associates, Inc., Temecula, California - S/N 773 ---------------------------------------------------------- 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 stonn 10 minute intensity = 2.360(In/Hr) 10 year storm 60 minute intensity = 0.880(In/Hr) 100 year stonn 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1000.000 to Point/Station 1001.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 885.000(Ft.) Top (of initial area) elevation = 48.200(Ft.) Bottom (of initial area) elevation = 38.200(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01130 s(percent)= 1.13 TC = k(0.390)*[(length"3)/televation change)]�0.2 Initial area time of concentration = 14.429 min. Rainfall intensity = 2.847(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) -� Runoff Coefficient = 0.801 � � 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 = 0.500; Impervious fraction = 0.500 r � � Initial subarea runoff = 9.649(CFS) Total initial stream area = 4.230(Ac.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1001.000 to Point/Station 1Q.010 **** PIPEFLOW TRAVEL TIME (Program estimated size} **** Upstream point/station elevation = 35.200(Ft.) Downstream point/station elevation = 31.500(Ft.) Pipe length = 330.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.649(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.649(CFS) Nonnal flow depth in pipe = 12.96(In.) ` :. �� Flow top width inside pipe = 16.16(In.) Critical Depth = 14.39(In.) Pipe flow velocity = 7.09tFt/s) Travel time through pipe = 0.78 min. Time of concentration (TC) = 15.20 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process frbm Point/Station 10.010 to Point/Station 10.010 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 � Stream flow area = 4.230(Ac.) Runoff from this stream = 9.649(CFS) Time of concentration = 15.20 min. Rainfall intensity = 2.766(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1002.000 to Point/Station 1003.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 885.000(Ft.} Top (of initial area) elevation = 45.000(Ft.) Bottom (of initial area) elevation = 36.700(Ft.) Difference in elevation = 8.300(Ft.) Slope = 0.00938 s(percent)= 0.94 TC = k(0.390)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 14.977 min. Rainfall intensity = 2.789(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 T_� 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.197(CFS) Total initial stream area = 2.330(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1003.000 to Point/Station 1003.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nonnal stream number 1 Stream flow area = 2.330(Ac.) Runoff from this stream = 5.197(CFS) Time of concentration = 14.98 min. Rainfall intensity = 2.789(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1004.000 to Point/Station 1005.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 730.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area) elevation = 36.700(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.00836 s(percent)= 0.84 TC = k(0.390)*[(length"'3}/(elevation change))"0.2 Initial area time of concentration = 14.190 min. Rainfall intensity = 2.873(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) �_� Runoff Coefficient = 0.802 `" ` 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.484(CFS) Total initial stream area = 2.380(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.380(Ac.) Runoff from this stream = 5.484(CFS) Time of concentration = 14.19 min. Rainfall intensity = 2.873(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS} (min) (In/Hr) 1 5.197 14.98 2.789 2 5.484 14.19 2.873 � Largest stream flow has longer or shorter time of concentration Qp = 5.484 + sum of Qa Tb/Ta 5.197 * 0.947 = 4.924 Qp = 10.408 Total of 2 streams to confluence: Flow rates before confluence point: 5.197 5.484 Area of streams before confluence: � 2.330 2.380 Results of confluence: Total flow rate = 10.408(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = 4.710(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1005.000 to Point/Station 1005.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.710(Ac.) Runoff from this stream = 10.408(CFS) Time of concentration = 14.19 min. Rainfall intensity = 2.873(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.649 15.20 2.766 2 10.408 14.19 2.873 � Largest stream f�ow has longer or shorter time of concentration Qp = 10.408 + sum of Qa Tb/Ta 9.649 * 0.933 = 9.005 Qp - 19.413 Total of 2 main streams to confluence: Flow rates before confluence point: 9.649 10.408 Area of streams before confluence: 4.230 4.710 Results of confluence: Total flow rate = 19.413(CFS) Time of concentration = 14.190 min. Effective stream area after confluence = 8.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.010 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated 5ize) **** Upstream point/station elevation = 31.500(Ft.) Downstream point/station elevation = 29.500(Ft.? � Pipe length = 375.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow 19.413(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 19.413(CFS) � Ci :- Nonnal flow depth in pipe = 19.27 (In. ) �._ Flow top width inside pipe = 24.41(In.) ., � _ Critical Depth = 18.50(In.) � � Pipe flow velocity = 6.39(Ft/s) � _ Travel time through pipe = 0.98 min. Time of concentration (TC) = 15.17 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.940(Ac.) Runoff from this stream = 19.413(CFS) Time of concentration = 15.17 min. Rainfall intensity = 2.770(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1006.000 to Point/Station 1007.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 880.000(Ft.) Top (of initial area) elevation = 42.800(Ft.) Bottom (of initial area} elevation = 36.500(Ft.) Difference in elevation = 6.300(Ft.) Slope = 0.00716 s(percent)= 0.72 TC = k(0.390)*[(length"'3)/(elevation change)]�0.2 � Initial area time of concentration = 15.772 min. Rainfall intensity = 2.711(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.797 J � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 4.821(CFS) Total initial stream area = 2.230(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1007.000 to Point/Station 1009.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 35.200(Ft.) Length of street segment = 280.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) � Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) 0.020 J 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 = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 5.361(CFS? Depth of flow = 0.438(Ft.), Average velocity = 2.010(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.964(Ft.) Flow velocity = 2.01(Ft/s) Travel time = 2.32 min. TC = 18.09 min. Adding area flow to street r_- SINGLE FAMILY (1/4 Acre Lot) � '� Runoff Coefficient = 0.791 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 = 0.500; Impervious fraction = 0.500 Rainfall intensity = 2.514(In/Hr) for a 100.0 year storm Subarea runoff = 0.995(CFS) for 0.500(Ac.) Total runoff = 5.815(CFS) Total area = 2.730(Ac.) Street flow at end of street = 5.815(CFS) Half street flow at end of street = 5.815(CFS) Depth of flow = 0.448(Ft.), Average velocity = 2.050(Ft/s) Flow width (from curb towards crown)= 16.486(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.730(Ac.) Runoff from this stream = 5.815(CFS) Time of concentration = 18.09 min. Rainfall intensity = 2.514(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1008.000 to Point/Station 1009.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 580.000(Ft.) Top (of initial area) elevation = 38.200(Ft.) Bottom (of initial area) elevation = 35.200(Ft.) Difference in elevation = 3.000(Ft.) Slope = 0.00517 s(percent)= 0.52 TC = k(0.390)*[tlength"3)/(elevation change)]"0.2 Initial area time of concentration = 14.246 min. Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.802 ` ` Decimal fraction soil group A= 0.000 . Decimal fraction soil group B= 0.500 Decimal fraction soil group C= 0.500 D e ci m a l f r a c t i o n s o i l g r o u p D- 0. 0 0 0 RI index for soil(AMC 2) = 62.50 Pervious area fraction = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 5.655(CFS) Total initial stream area = 2.460tAc.) Pervious area fraction = 0.500 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 1009.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in nornlal stream number 2 Stream flow area = 2.460(Ac.) Runoff from this stream = 5.655(CFS) Time of concentration = 14.25 min. Rainfall intensity = 2.867(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.815 18.09 2.514 2 5.655 14.25 2•86� Largest stream flow has longer time of concentration Qp - 5.815 + sum of Qb Ia/Ib 5.655 * 0.877 = 4.958 Qp = 10.773 Total of 2 streams to confluence: Flow rates before confluence point: � 5.815 - 5.655 Area of streams before confluence: 2.730 2.460 Results of confluence: Total flow rate = 10.773(CFS) Time of concentration = 18.093 min. Effective stream area after confluence = 5.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1009.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.200(Ft.) Downstream point/station elevation = 29.500(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 10.773(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 10.773(CFS) Normal flow depth in pipe = 13.28(In•) �-;�� Flow top width inside pipe = 20.25(In.) � Critical Depth = 14.68(In.) Pipe flow velocity = 6.72(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 18.29 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.020 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.190(Ac.) Runoff from this stream = 10.773(CFS) � Time of concentration = 18.29 min. Rainfall intensity = 2.499(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1010.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 650.000(Ft.) Top (of initial area) elevation = 39.700(Ft.) Bottom (of initial area) elevation = 35.100(Ft.) Difference in elevation = 4.600(Ft.) Slope = 0.00708 s(percent)= 0.71 TC = k(0.390)*[(length�3)/(elevation change))�0.2 Initial area time of concentration = 14.004 min. Rainfall intensity = 2.894tIn/Hr) for a 100.0 year storm � SINGLE FAMILY (1/4 Acre Lot) '_ � Runoff Coefficient = 0.803 ` i 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 = 0.500; Impervious fraction = 0.500 � Initial subarea runoff = 6.782(CFS) Total initial stream area = 2.920{Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 1012.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 2.920(Ac.) Runoff from this stream = 6.782(CFS) Time of concentration = 14.00 min. Rainfall intensity = 2.894(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1011.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 490.000(Ft.) Top (of initial area) elevation = 38.400(Ft.) Bottom (of initial area) elevation = 35.100(Ft.) Difference in elevation = 3.300(Ft.) Slope = 0.00673 s(percent)= 0.67 � TC = k(0.390) * [ (length"3) / (elevation change) ] '"0.2 .,T � Initial area time of concentration = 12.632 min. Rainfall intensity = 3.063(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot} Runoff Coefficient = 0.807 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 7.265(CFS) Total initial stream area = 2.940(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 1012.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 2 Stream flow area = 2.940(Ac.) Runoff from this stream = 7.265(CFS) Time of concentration = 12.63 min. Rainfall intensity = 3.063(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.782 14.00 2.894 2 7.265 12.63 3.063 Largest stream flow has longer or shorter time of concentration Qp - 7.265 + sum of � Qa - Tb/Ta 6.782 * 0.902 = 6.117 Qp - 13.382 Total of 2 streams to confluence: Flow rates before confluence point: 6.782 7.265 Area of streams before confluence: 2.920 2.940 Results of confluence: Total flow rate = 13.382(CFS) Time of concentration = 12.632 min. Effective stream area after confluence = 5.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1012.000 to Point/Station 10.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 30.100(Ft.) Downstream point/station elevation = 29.500(Ft.) Pipe length = 60.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 13.382(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.382(CFS) Normal flow depth in pipe = 14.79tZn.) � Flow top width inside pipe = 19.17(In.) Critical Depth = 16.32(In.) ��p � Pipe flow velocity = 7.39(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 12.77 min. ;✓ .c � i�++++++++++++++++++-F++++++++++++++++++++++++++++++�F+++t++++ Process from Point/Station 10.020 to Point/Station 10.020 � **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 5.860(Ac.) Runoff from this stream = 13.382(CFS) Time of concentration = 12.77 min. Rainfall intensity = 3.045(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.413 15.17 2•77� 2 10.773 18.29 2.499 3 13.382 12.77 3.045 Largest stream flow has longer or shorter time of concentration Qp - 19.413 + sum of Qa Tb/Ta 10.773 * 0.829 = 8.933 Qb Ia/Ib 13.382 * 0.910 = 12.172 Qp - 40.518 � Total of 3 main streams to confluence: Flow rates before confluence point: 19.413 10.773 13.382 Area of streams before confluence: 8.940 5.190 5.860 Results of confluence: Total flow rate = 40.518(CFS) Time of concentration = 15.168 min. Effective stream area after confluence = 19.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.020 to Point/Station 10.030 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 29.500(Ft.) Downstream point/station elevation = 27.900(Ft.) � Pipe length = 315.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 40.518(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 40.518(CFS) Normal flow depth in pipe = 25.55(In.) Flow top width inside pipe = 32.68(In.) ��, � Critical Depth = 24.89(In.) Pipe flow velocity = 7.55(Ft/s) Travel time through pipe = 0.70 min. Time of concentration (TC) = 15.86 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.990(Ac.) Runoff from this stream = 40.518(CFS) Time of concentration = 15.86 min. Rainfall intensity = 2.702(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1013.000 to Point/Station 1014.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 720.000(Ft.) Top (of initial area) elevation = 38.100(Ft.) Bottom (of initial area) elevation = 33.300(Ft.) Difference in elevation = 4.800(Ft.) Slope = 0.00667 s(percent)= 0.67 TC = k(0.390) * [ (length"'3) / (elevation change) ] �0.2 Initial area time of concentration = 14.764 min. Rainfall intensity = 2.811(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) _y Runoff Coefficient = 0.800 `' � 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 = 0.500; Impervious fraction = 0.500 Initial subarea runoff = 9.448(CFS) Total initial stream area = 4.200(Ac.) Pervious area fraction = 0.500 . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1014.000 to Point/Station 10.030 **** PIPEFLOW TRAVEL TIME {Program estimated size) **** Upstream point/station elevation = 28 .500(Ft.) Downstream point/station elevation = 27.900(Ft.) Pipe length = 80.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.448(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 9.448(CFS) Normal flow depth in pipe = 12.80(In.) Flow top width inside pipe = 20.49(In.) Critical Depth = 13.73(In.) P' "c Pipe flow velocity = 6.15(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 14.98 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.030 to Point/Station 10.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 4.200(Ac.? � �� - Runoff from this stream = 9.448(CFS) Time of concentration = 14.98 min. Rainfall intensity = 2.789(In/Hr) � Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 40.518 15.86 2•��2 2 9.448 14.98 2• Largest stream flow has longer time of concentration Qp - 40.518 + sum of Qb Ia/Ib 9.448 * 0.969 = 9.156 Qp - 49.674 Total of 2 streams to confluence: Flow rates Yiefore confluence point: 40.518 9.448 Area of streams before confluence: 19.990 4.200 Results of confluence: Total flow rate = 49.674(CFS) Time of concentration = 15.863 min. Effective stream area after confluence = 24.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 10.030 to Point/Station 11.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 27.900(Ft.) Downstream point/station elevation = 25.000(Ft.) Pipe length = 175.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 49.674(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 49.674(CFS? Normal flow depth in pipe = 23.13(In.) Flow top width inside pipe = 25.21(In.) '°r�=,- Critical Depth = 27.54(In.) � � `� Pipe flow velocity = 12.23(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 16.10 min. End of computations, total study area = 24.19 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.500 Area averaged RI index number = 62.5 � � � � 1 \ �� . J Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 � Rational H drolo _Stud_________Date: 10/17/O1 File:305K.out Y JY Y -------------------------- ---------------------------- TR 29305 HYDROLOGY AREA "K" 100 YEAR STORM JN 30001 --------------------------------------------------------- ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file --------------------------------------------------------- Lohr + Associates, Inc., Temecula, California - S/N 773 --------------------------------------------------------- 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 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1100.000 to Point/Station 1101.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 49.700(Ft.) Bottom (of initial area) elevation = 43.600(Ft.) Difference in elevation = 6.100(Ft.) Slope = 0.01220 s(percent)= 1.22 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 8.698 min. Rainfall intensity = 3.760(In/Hr) for a 100.0 year storm COAM�IERCIAL subarea type Runoff Coefficient = 0.880 �f�_ � � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 �. ✓ � Initial subarea runoff = 6.290(CFS) Total initial stream area = 1.900(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1101.000 to Point/Station 1104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 43.600(Ft.? Downstream point elevation = 32.000(Ft.) Channel length thru subarea = 1220.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel = 15.643(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 2.000(Ft.? Flow(q) thru subarea = 15.643(CFS) Depth of flow = 1.554(Ft.), Average velocity = 6.479(Ft/s) Channel flow top width = 3.108{Ft.) Flow Velocity = 6.48(Ft/s) Travel time = 3.14 min. Time of concentration = 11.84 min. Sub-Channel No. 1 Critical depth = 1.719(Ft.) � + � Critical flow top width = 3.438(Ft.) + � � Critical flow velocity= 5.295(Ft/s) � � ' Critical flow area = 2.954(Sq.Ft) - K_? . Adding area flow to channel COMMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 3.174(In/Hr) for a 100.0 year storm Subarea runoff = 15.741(CFS) for 5.650(Ac.) Total runoff = 22.031(CFS) Total area =" 7.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 7.550(Ac.) Runoff from this stream = 22.031(CFS) Time of concentration = 11.84 min. Rainfall intensity = 3.174(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1102.000 to Point/Station 1103.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 855.000(Ft.) Top (of initial area) elevation = 45.500(Ft.) Bottom (of initial area) elevation = 39.000(Ft.) Difference in elevation = 6.500(Ft.) Slope = 0.00760 s(percent)= 0.76 � TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 11.850 min. Rainfall intensity = 3.172(In/Hr) for a 100.0 year s*orm CONINIERCIAL subarea type Runoff Coefficient = 0 . 878 � - -_ Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 6.877(CFS) Total initial stream area = 2.470(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1103.000 to Point/Station 1104.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.000(Ft.) Downstream point/station elevation = 27.800(Ft.) Pipe length = 500.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 6.877(CFS) Nearest computed pipe diameter = 15.00(In.) � Calculated individual pipe flow = 6.877(CFS) Normal flow depth in pipe = 11.74(In.) p�p � Flow top width inside pipe = 12.37(In.) � Critical Depth = 12.62(In.) Pipe flow velocity = 6.67(Ft/s) Travel time through pipe = 1.25 min. Time of concentration (TC) = 13.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.470(Ac.) Runoff from this stream = 6.877(CFS) Time of concentration = 13.10 min. Rainfall intensity = 3.002(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1133.000 to Point/Station 1104.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 39.000(Ft.) � Bottom (of initial area) elevation = 32.000(Ft.) Difference in elevation = 7.000(Ft.) Slope = 0.01400 s(percent)= 1.40 TC = k(0.300)*[(length"3)/(elevation change))"0.2 ,- Initial area time of concentration = 8.462 min. !'�- 4 Rainfall intensity = 3.818(In/Hr) for a 100.0 year stonn CONII�lERCIAL subarea type Runoff Coefficient = 0.881 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 �- � Decimal fraction soil group C= 0.000 i Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 9.414(CFS) Total initial stream area = 2.800(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 3 Stream flow area = 2.800(Ac.) Runoff from this stream = 9.414(CFS) Time of concentration = 8.46 min. Rainfall intensity = 3.818(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) �. 1 22.031 11.84 3.174 2 6.877 13.10 3.002 3 9.414 8.46 3.818 Largest stream flow has longer or shorter time of concentration Qp = 22.031 + sum of Qa Tb/Ta 6.877 * 0.904 = 6.214 . Qb Ia/Ib 9.414 * 0.831 = 7.827 Qp = 36.073 Total of 3 streams to confluence: Flow rates before confluence point: 22.031 6.877 9.414 Area of streams before confluence: 7.550 2.470 2.800 Results of confluence: Total flow rate = 36.073(CFS) Time of concentration = 11.836 min. Effective stream area after confluence = 12.820(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1104.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** � Upstream point/station elevation = 27.800(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 75.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 36.073(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 36.073(CFS) Nonnal flow depth in pipe = 20.34(In.) Flow top width inside pipe = 28.03(In.) =;� _ Critical Depth = 24.45(In.) ' � � � Pipe flow velocity = 10.18(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 11.96 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 12.820(Ac.) Runoff from this stream = 36.073(CFS) Time of concentration = 11.96 min. Rainfall intensity = 3.156(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1105.000 to Point/Station 1106.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 630.000(Ft.) Top (of initial area) elevation = 48.400tFt.) Bottom (of initial area) elevation = 40.400{Ft.) Difference in elevation = 8.000(Ft.) Slope = 0.01270 s(percent)= 1.27 � TC = k(0.710)*[(�ength"'3)/(elevation change)]�0.2 Initial area time of concentration = 22.400 min. Rainfall intensity = 2.235(In/Hr) for a 100.0 year stonn UNDEVELOPED (fair cover) subarea , � Runoff Coefficient = 0.710 �'`� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 9.042(CFS) Total initial stream area = 5.700(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1106.000 to Point/Station 1107.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 34.500(Ft.) Downstream point/station elevation = 26.900(Ft.) Pipe length = 830.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 9.042(CFS) Nearest computed pipe diameter = 18.00(In.) � Calculated individual pipe flow = 9.042(CFS) Normal flow depth in pipe = 13.34(In.) I�� E Flow top width inside pipe = 15.77(In.) Critical Depth = 13.96(In.) Pipe flow velocity = 6.44(Ft/s? Travel time through pipe = 2.15 min. Time of concentration (TC) = 24.55 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.000 to Point/Station 1107.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 5.700(Ac.) Runoff from this stream = 9.042(CFS) Time of concentration = 24.55 min. Rainfall intensity = 2.125(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.073 11.96 3.156 2 9.042 24.55 2.125 Largest stream flow has longer or shorter time of concentration Qp = 36.073 + sum of Qa Tb/Ta 9.042 * 0.487 = 4.405 Qp - 40.478 Total of 2 streams to confluence: Flow rates before confluence point: 36.073 9.042 � Area of streams before confluence: 12.820 5.700 Results of confluence: Total flow rate = 40.478(CFS) Time of concentration = 11.959 min. Effective stream area after confluence = 18.520(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1107.00Q to Point/Station 11.010 **** PIPEFLOW TR.AVEL TIME (Program estimated size) **** Upstream point/station elevation = 26.900(Ft.) Downstream point/station elevation = 26.200(Ft.} Pipe length = 70.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 40.478(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 40.478(CFS) Normal flow depth in pipe = 24.23(In.) Flow top width inside pipe = 23.64(In.) �,,� � Critical Depth = 25.66 (In. ) � `•' '-- Pipe flow velocity = 9.53(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 12.08 min. � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 18.520(Ac.) Runoff from this stream = 40.478(CFS) Time of concentration = 12.08 min. Rainfall intensity = 3.139(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1108.000 to Point/Station 1109.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 49.000(Ft.) Bottom (of initial area) elevation = 44.000(Ft.) Difference in elevation = 5.000(Ft.) Slope = 0.00893 s(percent)= 0.89 TC = k(0.300)*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 9.688 min. Rainfall intensity = 3.544(In/Hr) for a 100.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.879 K_� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.306(CFS) Total initial stream area = 0.740(Ac.? Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1109.000 to Point/Station 1110.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 44.000(Ft.) End of street segment elevation = 38.300(Ft.) Length of street segment = 600.00OtFt.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 20.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 3.054(CFS) Depth of flow = 0.338(Ft.), Average velocity = 2.308(Ft/s) Streetflow hydraulics at midpoint of street travel: � Halfstreet flow width = 10.977(Ft.) �"7 M Flow velocity = 2.31(Ft/s? Travel time = 4.33 min. TC = 14.02 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.876 _ ,* Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 �`-� Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.892(In/Hr) for a 100.0 year stonn Subarea runoff = 1.216(CFS) for 0.480(Ac.) Total runoff = 3.523(CFS) Total area = 1.220(Ac.) Street flow at end of street = 3.523(CFS) Half street flow at end of street = 3.523(CFS) Depth of flow = 0.351(Ft.), Average velocity = 2.387(Ft/s) Flow width (from curb towards crown)= 11.652(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1110.000 to Point/Station 1111.000 **** STREET FLOW TR.AVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 38.300(Ft.) End of street segment elevation = 32.000(Ft.) Length of street segment = 645.000lFt.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 10.000(Ft.) � Slope from curb to property line tv/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.453lCFS) Depth of flow = 0.415(Ft.), Average velocity = 2.787(Ft/s} Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.823(Ft.) K-g Flow velocity = 2.79(Ft/s) Travel time = 3.86 min. TC = 17.88 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.874 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.530(In/Hr) for a 100.0 year storm Subarea runoff = 4.487(CFS) for 2.030tAc.) Total runoff = 8.010(CFS) Total area = 3.250(Ac.) Street flow at end of street = 8.010(CFS) � Half street flow at end of street = 8.010(CFS) Depth of flow = 0.441(Ft.), Average velocity = 2.937(Ft/s) Flow width (from curb towards crown)= 16.153(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,,_ i Process from Point/Station 1111.000 to Point/Station 1111.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 3.250(Ac.) Runoff from this stream = 8.010(CFS) Time of concentration = 17.88 min. Rainfall intensity = 2.530(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr? 1 40.478 12.08 3.139 2 8.010 17.88 2.530 Largest stream flow has longer or shorter time of concentration Qp - 40.478 + sum of Qa Tb/Ta 8.010 * 0.676 = 5.413 Qp - 45.891 Total of 2 streams to confluence: Flow rates before confluence point: 40.478 8.010 Area of streams before confluence: 18.520 3.250 Results of confluence: Total flow rate = 45.891(CFS) Time of concentration = 12.082 min. Effective stream area after confluence = 21.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.010 to Point/Station 11.020 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 26.200(Ft.) Downstream point/station elevation = 25.00OtFt.) Pipe length = 110.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 45.891(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 45.891(CFS) Normal flow depth in pipe = 21.33(In.) Flow top width inside pipe = 35.38(In.) �� Critical Depth = 26.47(In.} Pipe flow velocity = 10.52(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 12.26 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 21.770(Ac.) Runoff from this stream = 45.891(CFS) Time of concentration = 12.26 min. Rainfall intensity = 3.114(In/Hr) �,c:. t+++t++++++++++++++++'�'+++++++t+++++++++++t+tt+ttt++t++t+++++tttt+t+t++ Process from Point/Station 11.020 to Point/Station 11.02Q � **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.680(In/Hr? for a 100.0 year storm COMNIERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 ,i�.o3 RI index for soil(AMC 2) = 56.00 �� Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 16.10 min. Rain intensity = 2.68(In/Hr) Total area = 24.19(Ac.) Total runoff = 49.67(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 24.190(Ac.) Runoff from this stream = 49.670(CFS) Time of concentration = 16.10 min. Rainfall intensity = 2.680tIn/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 45.891 12.26 3..114 2 49.670 16.10 2.680 Largest stream flow has longer time of concentration Qp = 49.670 + sum of Qb Ia/Ib 45.891 * 0.861 = 39.497 4P = 89.167 � Total of 2 streams to confluence: Flow rates before confluence point: 45.891 49.670 Area of streams before confluence: 21.770 24.190 Results of confluence: Total flow rate = 89.167(CFS) Time of concentration = 16.100 min. Effective stream area after confluence = 45.960(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.020 to Point/Station 11.030 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 25.000(Ft.) Downstream point/station elevation = 22.000(Ft.) Pipe length = 424.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 89.167(CFS) Given pipe size = 48.00(In.) Calculated individual pipe flow = 89.167(CFS) � Normal flow depth in pipe = 30.66(In.) fl_ Flow top width inside pipe = 46.12(In.) �'` r Critical Depth = 34.35(In.) Pipe flow velocity = 10.52(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 16.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.030 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 45.960(Ac.) Runoff from this stream = 89.167(CFS) Time of concentration = 16.77 min. Rainfall intensity = 2.621(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1112.000 to Point/Station 1113.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 850.000(Ft.) Top (of initial area) elevation = 42.200(Ft.) Bottom (of initial area) elevation = 35.600(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00776 s(percent)= 0.78 TC = k{0.300?*[(length�3)/(elevation change)]�0.2 Initial area time of concentration = 11.772 min. Rainfall intensity = 3.184(In/Hr) for a 100.0 year storm CONINIERCIAL 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 = 2.527(CFS) Total initial stream area = 0.900(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1113.000 to Point/Station 1116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 35.600(Ft.) End of street segment elevation = 31.700(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 28.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) � Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 4.282(CFS) Depth of flow = 0.400tFt.), Average velocity = 2.040(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 14.073(Ft.) �` �^ Flow velocity = 2.04(Ft/s? Travel time = 5.72 min. TC = 17.49 min. Adding area flow to street CODM�lERCIAL subarea type Runoff Coefficient = 0.879 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.500 Decimal fraction soi� group C= 0.500 Decimal fraction soil group D= 0.000 RI index for soiltAMC 2) = 62.50 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.561(In/Hr) for a 100.0 year storm Subarea runoff = 2.812(CFS) for 1.250(Ac.) Total runoff = 5.340(CFS) Total area = 2.150(Ac.) Street flow at end of street = 5.340(CFS) � Half street flow at end of street = 5.340(CFS) Depth of flow = 0.426(Ft.), Average velocity = 2.152(Ft/s) Flow width (from curb towards crown)= 15.372(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in norn�►al stream number 1 Stream flow area = 2.150(Ac.) Runoff from this stream = 5.340(CFS) Time of concentration = 17.49 min. Rainfall intensity = 2.561(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1114.000 to Point/Station 1115.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 560.000(Ft.) Top (of initial area) elevation = 37.600(Ft.) Bottom (of initial area) elevation = 34.500(Ft.) Difference in elevation = 3.100(Ft.) Slope = 0.00554 s(percent)= 0.55 � TC = k{0.300)*[(length"3)/(elevation change)]"'0.2 Initial area time of concentration = 10.660 min. Rainfall intensity = 3.362(In/Hr) for a 100.0 year storm COMMERCIAL subarea type Runoff Coefficient = 0.883 �;-11 Decimal fraction soil group A= 0.000 i �e� 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 = 1.484(CFS) Total initial stream area = 0.500lAc.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1115.000 to Point/Station 1116.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 34.500(Ft.) End of street segment elevation = 31.700(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 28.000(Ft.) Distance from crown to crossfall grade break = 26.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz} = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 � Manning's N frotn grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.137(CFS) Depth of flow = 0.329(Ft.), Average velocity = 1.734(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.554(Ft.) �'�� Flow velocity = 1.73(Ft/s) Travel time = 4.81 min. TC = 15.47 min. Adding area flow to street CONII�IERCIAL 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 Rainfall intensity = 2.740(In/Hr) for a 100.0 year storm Subarea runoff = 1.061(CFS) for 0.440(Ac.) Total runoff = 2.545(CFS) Total area = 0.940(Ac.) Street flow at end of street = 2.545(CFS) Half street flow at end of street = 2.545(CFS) Depth of flow = 0.346(Ft.), Average velocity = 1.806(Ft/s) Flow width (from curb towards crown)= 11.360(Ft.) • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1116.000 to Point/Station 1116.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream�number 2 Stream flow area = 0.940(Ac.) i(�:' Runoff from this stream = 2.545(CFS) Time of concentration = 15.47 min. Rainfall intensity = 2.740(In/Hr) Summary of stream data : � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.340 17.49 2.561 2 2.545 15.47 2.740 Largest stream flow has longer time of concentration Qp = 5.340 + sum of Qb Ia/Ib 2.545 * 0.935 = 2.378 4P = 7.718 Total of 2 streams to confluence: Flow rates before confluence point: 5.340 2.545 Area of streams before confluence: 2.150 0.940 Results of confluence: Total flow rate = 7.718(CFS) Time of concentration = 17.491 min. Effective stream area after confluence = 3.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1116.000 to Point/Station 1118.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side (s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 8.217(CFS) Depth of flow = 0.491(Ft.), Average velocity = 2.294(Ft/s} Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 18.610(Ft.) (�-(� Flow velocity = 2.29(Ft/s) Travel time = 3.34 min. TC = 20.83 min. � Adding area flow to street CONII�lERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 �,� _ Decimal fraction soil group D= 0.900 �-��' RI index for soil(AMC 2) = 73.75 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.326(In/Hr) for a 100.0 year stornl � Subarea runoff = 0.823(CFS) for 0.400(Ac.? Total runoff = 8.541(CFS) Total area = 3.490(Ac.) Street flow at end of street = 8.541(CFS) Half street flow at end of street = 8.541(CFS) Depth of flow = 0.496(Ft.?, Average velocity = 2.316(Ft/s) Flow width (from curb towards crown)= 18.893(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.490(Ac.) Runoff from this stream = 8.541(CFS) Time of concentration = 20.83 min. Rainfall intensity = 2.326(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1117.000 to Point/Station 1118.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 375.000(Ft.) Top (of initial area) elevation = 31.300(Ft.> � Bottom (of initial area) elevation = 29.400(Ft.> Difference in elevation = 1.900(Ft.) Slope = 0.00507 s(percent)= 0.51 TC = k(0.300)*[(length"3)/(elevation change)J'"0.2 Initial area time of concentration = 9.242 min. Rainfall intensity = 3.637(In/Hr) for a 100.0 year storm COMMERCIAL subarea type � Runoff Coefficient = 0.884 K 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 = 1.093(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.340(Ac.) � Runoff from this stream = 1.093(CFS) Time of concentration = 9.24 min. Rainfall intensity = 3.637(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity , •�� No. (CFS) (min) (In/Hr) 1 8.541 20.83 2.326 � 2 1.093 9.24 3.637 Largest stream flow has longer time of concentration Qp = 8.541 + sum of Qb Ia/Ib 1.093 * 0.640 = 0.699 Qp = 9.240 Total of 2 streams to confluence: Flow rates before confluence point: 8.541 1.093 Area of streams before confluence: . 3.490 0.340 Results of confluence: Total flow rate = 9.240(CFS) Time of concentration = 20.832 min. Effective stream area after confluence = 3.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1118.000 to Point/Station 1118.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.830(Ac.) � Runoff from this-stream = 9.240(CFS) Time of concentration = 20.83 min. Rainfall intensity = 2.326(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1119.000 to Point/Station 1120.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 710.000(Ft.) Top (of initial area) elevation = 38.300(Ft.) Bottom (of initial area) elevation = 31.700(Ft.) Difference in elevation = 6.600(Ft.) Slope = 0.00930 s(percent)= 0.93 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 10.567 min. Rainfall intensity = 3.379(In/Hr) for a 100.0 year storm CONIlvlERCIAL subarea type Runoff Coefficient = 0.879 K-(� Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 2.138(CFS) Total initial stream area = 0.720(Ac.) Pervious area fraction = 0.100 ;ir" ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1120.000 to Point/Station 112�.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** � Top of street segment elevation = 31.700(Ft.) End of street segment elevation = 29.400(Ft.) Length of street segment = 460.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 29.000(Ft.) Distance from crown to crossfall grade break = 27.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 15.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 2.820(CFS) Depth of flow = 0.361(Ft.), Average velocity = 1.772(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.137(Ft.) �'�� Flow velocity = 1.77(Ft/s) Travel time = 4.33 min. TC = 14.89 min. Adding area flow to street CONlNIERCIAL 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 Rainfall intensity = 2.798(In/Hr) for a 100.0 year storm Subarea runoff = 1.132(CFS) for 0.460(Ac.) Total runoff = 3.270(CFS) Total area = 1.180(Ac.) Street flow at end of street = 3.270(CFS) Half street flow at end of street = 3.270(CFS) Depth of flow = 0.376(Ft.), Average velocity = 1.836(Ft/s) Flow width (from curb towards crown)= 12.896(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 1.180(Ac.) Runoff from this stream = 3.270(CFS) Time of concentration = 14.89 min. Rainfall intensity = 2.798(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1121.000 to Point/Station 1122.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 378.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.400(Ft.) Difference in elevation = 1.900(Ft.) Slope = 0.00503 s{percent)= 0.50 � TC = k(0.300)*[(length�3)/(elevation change?]�0.2 �-�,^ Initial area time of concentration = 9.287 min. Rainfall intensity = 3.627{In/Hr) for a 100.0 year stonn 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 = 1.218(CFS) Total initial stream area = 0.380(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in nonnal stream number 2 Stream flow area = 0.380(Ac.) Runoff from this stream = 1.218(CFS) Time of concentration = 9.29 min. Rainfall intensity = 3.627(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.270 14.89 2.798 2 1.218 9.29 3.627 Largest stream flow has longer time of concentration Qp = 3.270 + sum of Qb Ia/Ib 1.218 * 0.771 = 0.939 Qp = 4.209 Total of 2 streams to confluence: Flow rates before confluence point: 3.270 1.218 Area of streams before confluence: 1.180 0.380 Results of confluence: Total flow rate = 4.209(CFS) Time of concentration = 14.893 min. Effective stream area after confluence = 1.560(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1122.000 to Point/Station 1122.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 � l�y Stream flow area = 1.560tAc.) Runoff from this stream = 4.209lCFS) Time of concentration = 14.89 min. Rainfall intensity = 2.798(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 89.167 16.77 2.621 2 9.240 20.83 2.326 3 4.209 14.89 2.798 Largest stream flow has longer or shorter time of concentration Qp = 89.167 + sum of Qa Tb/Ta 9.240 * 0.805 = 7.439 Qb Ia/Ib 4.209 * 0.937 = 3.943 Qp - 100.549 Total of 3 main streams to confluence: Flow rates before confluence point: 89.167 9.240 4.209 Area of streams before confluence: 45.960 3.830 1.560 Results of confluence : � Total flow rate = 100.549(CFS} Time of concentration = 16.772 min. Effective stream area after confluence = 51.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.030 to Point/Station 11.040 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 22.000(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 696.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 100.549(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 100.549(CFS) Nozmal flow depth in pipe = 38.06(In.) Flow top width inside pipe = 71.88(In.) �'(�(� Critical Depth = 32.43(In.) Pipe flow velocity = 6.62(Ft/s) Travel time through pipe = 1.75 min. Time of concentration (TC) = 18.52 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.040 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 51.350(Ac.) Runoff from this stream = 100.549(CFS) : l j D Time of concentration = 18.52 min. Rainfall intensity = 2.481(In/Hr) Program is now starting with Main Stream No. 2 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1123.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 8.673 min. Rainfall intensity = 3.766(In/Hr) for a 100.0 year storm CONINIERCIAL 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 = 0.999(CFS) Total initial stream area = 0.300(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.300(Ac.) Runoff from this stream = 0.999(CFS) Time of concentration = 8.67 min. Rainfall intensity = 3.766(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1124.000 to Point/Station 1125.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300) * [ (length"'3) / (elevation change) ] "0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 3.600(In/Hr) for a 100.0 year storm CONII�IERCIAL subarea type Runoff Coefficient = 0.884 K'�� 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 I : ! : Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.145(CFS) Total initial stream area = 0.360(Ac.) � Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.OQ0 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 1.145(CFS) Time of concentration = 9.42 min. Rainfall intensity = 3.600(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.999 8.67 3.766 2 1.145 9.42 3.600 Largest stream flow has longer time of concentration Qp = 1.145 + sum of Qb Ia/Ib 0.999 * 0.956 = 0.955 Qp = 2.100 � Total of 2 streams to confluence: Flow rates before confluence point: 0.999 1.145 Area of streams before confluence: 0.300 0.360 Results of confluence: Total flow rate = 2.100(CFS) � Time of concentration = 9.417 min. Effective stream area after confluence = 0.660(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1125.000 to Point/Station 1125.000 **** CONFLUENCE OF MAIN STREANIS **** The following data inside Main Stream is listed: In Main Stream number: 2 . Stream flow area = 0.660(Ac`.) Runoff from this stream = 2.100(CFS? Time of concentration = 9.42 min. Rainfall intensity = 3.600(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1126.000 to Point/Station 1128.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 325.000(Ft.) Top (of initial area) elevation = 31.300(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) 1 / � Difference in elevation = 1.700(Ft.) Slope = 0.00523 s(percent)= 0.52 TC = k(0.300?*((length"'3)/(elevation change))"0.2 � Initial area time of concentration = 8.673 min. Rainfall intensity = 3.766(In/Hr) for a 100.0 year storm CONIMERCIAL 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 = 1.132(CFS) Total initial stream area = 0.340(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area = 0.340(Ac.) Runoff from this stream = 1.132(CFS) Time of concentration = 8.67 min. Rainfall intensity = 3.766(In/Hr) � +++++++++++++++++�++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1127.000 to Point/Station 1128.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 400.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.600(Ft.) Difference in elevation = 2.100(Ft.) Slope = 0.00525 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]"0.2 Initial area time of concentration = 9.417 min. Rainfall intensity = 3.600(In/Hr) for a 100.0 year stonn CONINIERCIAL subarea type Runoff Coefficient = 0.884 Decimal fraction soil group A= 0.000 K ^� 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 = 1.272(CFS) Total initial stream area = 0.400(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area = 0.400(Ac.) ; i - Runoff from this stream = 1.272(CFS) Time of concentration = 9.42 min. Rainfall intensity = 3.600(In/Hr) Summary of stream data: � Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) - 1 1.132 8.67 3.766 2 1 2�2 g,42 3.600 Largest stream flow has longer time of concentration Qp = 1.272 + sum of Qb Ia/Ib 1.132 * 0.956 = 1.082 Qp - 2.355 Total of 2 streams to confluence: Flow rates before confluence point: 1.132 1.272 Area of streams before confluence: 0.340 0.400 Results of confluence: Total flow rate = 2.355(CFS) Time of concentration = 9.417 min. Effective stream area after confluence = 0.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Poirrt/Station 1128.000 to Point/Station 1128.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.740(Ac.) Runoff from this stream = 2.355tCFS) Time of concentration = 9.42 min. Rainfall intensity = 3.600(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 100.549 18.52 2.481 2 2.100 9.42 3.600 3 2.355 9.42 3.6Q0 Largest stream flow has longer time of concentration Qp = 100.549 + sum of Qb Ia/Ib 2.100 * 0.689 = 1.448 Qb Ia/Ib 2.355 * 0.689 = 1.623 Qp - 103.620 � Total of 3 main streams to confluence: Flow rates before confluence point: 100.549 2.100 2.355 Area of streams before confluence: 51.350 0.660 0.740 Results of confluence: Total flow rate = 103.620(CFS? � Time of concentration = 18.523 min. - Effective stream area after confluence 52.750(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.040 to Point/Station 11.050 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 29.600(Ft.) Downstream point/station elevation = 20.700(Ft.) Pipe length = 785.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 103.620(CFS) Given pipe size = 72.00(In.) Calculated individual pipe flow = 103.620(CFS) Normal flow depth in pipe = 23.48(In.) Flow top width inside pipe = 67.51(In.) �� Critical Depth = 32.91(In.) �" Pipe flow velocity = 12.95(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 19.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1129.000 to Point/Station 1130.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.100(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length�3)/(elevation change)]"0.2 Initial area time of concentration = 10.316 min. Rainfall intensity = 3.424(In/Hr) for a 100.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0. 883 K' 22 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 = 1.360(CFS) Total initial stream area = 0.450(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1130.000 to Point/Station 1130.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.450(Ac.) Runoff from this stream = 1.360(CFS) Time of concentration = 10.32 min. Rainfall intensity = 3.424(In/Hr) li; � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1131.000 to Point/Station 1132.00C � **** INITIAL AREA EVALUATION **** Initial area flow distance = 500.000(Ft.) Top (of initial area) elevation = 31.700(Ft.) Bottom (of initial area) elevation = 29.100(Ft.) Difference in elevation = 2.600(Ft.) Slope = 0.00520 s(percent)= 0.52 TC = k(0.300)*[(length"3)/(elevation change)]�0.2 Initial area time of concentration = 10.316 min. Rainfall intensity = 3.424(In/Hr) for a 100.0 year storm COMMERCIAL subarea type 1 , n � Runoff Coefficient = 0. 889 i�' � J Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.050 Decimal fraction soil group C= 0.050 Decimal fraction soil group D= 0.900 RI index for soil(AMC 2) = 73.75 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 1.522tCFS) Total initial stream area = 0.500(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1132.000 to Point/Station 1132.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.500(Ac.) Runoff from this stream = 1.522(CFS) Time of concentration = 10.32 min. Rainfall intensity = 3.424(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.360 10.32 3.424 2 1.522 10.32 3.424 Largest stream flow has longer time of concentration Qp - 1.522 + sum of Qb Ia/Ib 1.360 * 1.000 = 1.360 4P = 2.882 Total of 2 streams to confluence: Flow rates before confluence point: 1.360 1.522 Area of streams before confluence: � 0.450 0.500 Results of confluence: Total flow rate = 2.882(CFS) Time of concentration = 10.316 min. Effective stream area after confluence = 0.950(Ac.) End of computations, total study area = 53.70 (Ac.) ••?� The following figures may be used for a unit hydrograph study of the same area. � Area averaged pervious area fraction(Ap) = 0.196 Area averaged RI index number = 58.4 � � 1 r. � � � � ! �oo � � l� Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version S.i � Rational H drolo Stud Date: 10/17/O1 File:305PR.out Y JY Y ------------------------------------------------------------------------ TR 29305 HYDROLOGY "PALA ROAD" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Infonnation ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 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) Stonn event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1200.000 to Point/Station 1201.000 **** INITIAL A.REA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 138.500(Ft.) Bottom (of initial area) elevation = 125.000(Ft.) Difference in elevation = 13.500(Ft.) Slope = 0.01350 s(percent)= 1.35 TC = k(0.300)*[(length"'3}/(elevation change)]"'0.2 Initial area time of concentration = 11.247 min. Rainfall intensity = 3.265(In/Hr) for a 100.0 year stonn COAM�IERCIAL subarea type Runoff Coefficient = 0.878 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 4.071(CFS) Total initial stream area = 1.420(Ac.) Pervious area fraction = 0.100 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1201.000 to Point/Station 1202.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 125.000(Ft.) End of street segment elevation = 72.400(Ft.) Length of street segment = 3875.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 11.525(CFS) Depth of flow = 0.468(Ft.), Average velocity = 3.634(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.473(Ft.) � Flow velocity = 3.63(Ft/s) Travel time = 17.77 min. TC = 29.02 min. Adding area flow to street CONII�fERCIAL subarea type Runoff Coefficient = 0.868 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.938(In/Hr) for a 100.0 year stonn Subarea runoff = 8.754(CFS) for 5.200(Ac.) Total runoff = 12.825(CFS) Total area = 6.620(Ac.) Street flow at end of street = 12.825(CFS) Half street flow at end of street = 12.825(CFS) Depth of flow = 0.483(Ft.), Average velocity = 3.730(Ft/s) Flow width (from curb towards crown)= 18.220(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area = 6.620(Ac.) Runoff from this stream = 12.825(CFS) Time of concentration = 29.02 min. Rainfall intensity = 1.938(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.787{In/Hr) for a 100.0 year storm CONII�lERCIAL subarea type Runoff Coefficient = 0.875 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0. 000 �_� ,,' _-? � . .. RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 15.00 min. Rain intensity = 2.79(In/Hr) Total area = 87.00(Ac.) Total runoff = 108.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = �7.000(Ac.) Runoff from this stream = 108.000(CFS) Time of concentration = 15.00 min. Rainfall intensity = 2.787(In/Hr} Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 12.825 29.02 1.938 2 108.000 15.00 2•78 Largest stream flow has longer or shorter time of concentration Qp - 108.000 + sum of Qa Tb/Ta 12.825 * 0.517 = 6.629 Qp = 114.629 Total of 2 streams to confluence: Flow rates before confluence point: 12.825 108.000 Area of streams before confluence: 6.620 87.000 Results of confluence: Total flow rate = 114.629(CFS) Time of concentration = 15.000 min. Effective stream area after confluence = 93.620(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1203.000 to Point/Station 1204.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 1000.000(Ft.) Top (of initial area) elevation = 71.400(Ft.) Bottom (of initial area) elevation = 58.300(Ft.) Difference in elevation = 13.100(Ft.) � ✓ _' Slope = 0.01310 s(percent)= 1.31 TC = k(0.300)*[(length"3}/(elevation change)]"'0.2 Initial area time of concentration = 11.315 min. Rainfall intensity = 3.254(In/Hr) for a 100.0 year storm � CONIMERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 3.800(CFS) Total initial stream area = 1.330(Ac.) Pervious area fraction = 0.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1204.000 to Point/Station 1205.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment eleyation = 58.300(Ft.) End of street segment elevation = 36.500(Ft.) Length of street segment = 2275.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break (v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 � Street flow is on [1] side (s) of the street Distance from curb to property line 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 9.115(CFS? Depth of flow = 0.460(Ft.), Average velocity = 3.009(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 17.062(Ft.) - Flow velocity = 3.01(Ft/s) Travel time = 12.60 min. TC = 23.92 min. Adding area flow to street CONII�IERCIAL subarea type Runoff Coefficient = 0.871 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.156(In/Hr) for a 100.0 year stonn Subarea runoff = 6.982 (CFS) for 3.720 (Ac. ) � Total runoff = 10.782(CFS) Total area = 5.050(Ac.) Street flow at end of street = 10.782(CFS) Half street flow at end of street = 10.782(CFS) Depth of flow = 0.483(Ft.), Average velocity = 3.135(Ft/s) Flow width (from curb towards crown)= 18.224(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1205.000 to Point/Station 1205.000 **** CONFLUENCE OF MINOR STREAMS **** � Alon Main Stream number: 1 in normal stream number 1 g Stream flow area = 5.050(Ac.) Runoff from this stream = 10.782(CFS) Time of concentration = 23.92 min. Rainfall intensity = 2.156(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.741(In/Hr) for a 100.0 year stonn CONIMERCIAL subarea type Runoff Coefficient = 0.880 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 8.78 min. Rain intensity = 3.74tIn/Hr) Total area = 0.53(Ac.) Total runoff = 1.75(CFS) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 824.000 to Point/Station 824.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 0.530(Ac.) Runoff from this stream = 1.750(CFS) Time of concentration = 8.78 min. Rainfall intensity = 3.741(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 10.782 23.92 2.156 2 1.750 8.78 3.741 Largest stream flow has longer time of concentration Qp = 10.782 + sum of Qb Ia/Ib 1.750 * 0.576 = 1.008 Qp - 11.790 Total of 2 streams to confluence: Flow rates before confluence point: 10.782 1.750 Area of streams before confluence: 5.050 0.530 Results of confluence: Total flow rate = 11.790(CFS) , ,; � ;__.� Time of concentration = 23.918 min. Effective stream area after confluence = 5.580(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1205.000 to Point/Station 1206.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 36.500(Ft.) End of street segment elevation = 29.000(Ft.) Length of street segment = 895.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 44.000(Ft.) Distance from crown to crossfall grade break = 42.000(Ft.) Slope from gutter to grade break {v/hz) = 0.079 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side (s) of the street Distance from curb to property line = 11.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.900(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 = 13.523(CFS) Depth of flow = 0.533(Ft.), Average velocity = 3.041(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.66(Ft.) Streetflow hydraulics at midpoint of street travel: • Halfstreet flow width = 20.740(Ft.) Flow velocity = 3.04(Ft/s) Travel time = 4.91 min. TC = 28.82 min. Adding area flow to street CONII�lERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.946(In/Hr) for a 100.0 year storm Subarea runoff = 2.771(CFS) for 1.640(Ac.) Total runoff = 14.562(CFS) Total area = 7.220(Ac.) Street flow at end of street = 14.562(CFS) Half street flow at end of street = 14.562(CFS) Depth of flow = 0.547(Ft.), Average velocity = 3.062(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 2.33(Ft.) Flow width (from curb towards crown)= 21.410(Ft.) End of computations, total study area = 100.84 (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 = 56.0 , .. J � � � ! 1 �� ;- Riverside County Rational Hydrology Program � CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 1998 Version 5.1 -_______ Rational_Hydrology Study________Date__10/17/O1 File:305CH.out ----- -------------------------- TR 29305 HYDROLOGY "GRASS LINED CHANNEL" 100 YEAR STORM JN 30001 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Lohr + Associates, Inc., Temecula, California - S/N 773 ------------------------------------------------------------------------ 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 stonn 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 6a minute intensity = 1.300(In/Hr? Stonn event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.538(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.814 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 1.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 69.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: � TC = 17.78 min. Rain intensity = 2.54(In/Hr) Total area = 600.00(Ac.) Total runoff = 1420.00(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 81.000 **** IMPROVED CHANNEL TR.AVEL TIME **** Upstream point elevation = 127.800(Ft.) Downstream point elevation = 113.600(Ft.) � Channel length thru subarea = 1122.000(Ft.) Channel base width - 24.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 1423.668(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1423.668(CFS) Depth of flow = 3.443(Ft.), Average velocity = 10.946(Ft/s) Channel flow top width = 51.546(Ft.) Flow Velocity = 10.95(Ft/s) Travel time = 1.71 min. Time of concentration = 19.49 min. Sub-Channel No. 1 Critical depth = 3.844(Ft.) � � ' Critical flow top width = 54.750(Ft.) � � ' Critical flow velocity= 9.407(Ft/s) � � � Critical flow area = 151.348(Sq.Ft) �� N Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.665 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 � Decimal fraction group D= 0.000 RI index for soil(AMC 2) 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.413(In/Hr) for a 100.0 year stonn Subarea runoff = 4.975 (CFS) for 3.100 (Ac. ) Total runoff = 1424.975(CFS) Total area = 603.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 81.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 603.100(Ac.) Runoff from this stream = 1424.975(CFS) Time of concentration = 19.49 min. Rainfall intensity = 2.413{In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.675(In/Hr) for a 100.0 year storm UNDEVELOPED (fair cover) subarea � Runoff Coefficient = 0.766 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) = 74.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 User specified values are as follows: TC = 16.16 min. Rain intensity = 2.67(In/Hr) Total area = 40.85(Ac.) Total runoff = 81.50(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 40.850(Ac.) Runoff from this stream = 81.500(CFS) Time of concentration = 16.16 min. Rainfall intensity = 2.675(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1424.975 19.49 2.413 2 81.500 16.16 2.675 Largest stream flow has longer time of concentration Qp = 1424.975 + sum of Qb Ia/Ib 81.500 * 0.902 = 73.523 Qp = 1498.498 Total of 2 streams to confluence: Flow rates before confluence point: 1424.975 81.500 Area of streams before confluence: 603.100 40.850 Results of confluence: Total flow rate = 1498.498(CFS) Time of concentration = 19.488 min. Effective stream area after confluence = 643.950(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 81.000 to Point/Station 82.000 **** IMPROVED CHANNEL TR.AVEL TIME **** Upstream point elevation = 113.200(Ft.) Downstream point elevation = 102.800(Ft.) Channel length thru subarea = 890.000(Ft.) Channel base width = 38.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 1501.523(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1501.523(CFS) Depth of flow = 2.960(Ft.), Average velocity = 10.180(Ft/s) Channel flow top width = 61.677 (Ft. ) ��(_Z Flow Velocity = 10.18(Ft/s) � Travel time = 1.46 min. Time of concentration = 20.95 min. Sub-Channel No. 1 Critical depth = 3.250(Ft.) ' ' ' Critical flow top width = 64.000(Ft.) ' ' ' Critical flow velocity= 9.059(Ft/s) ' ' ' Critical flow area = 165.750(Sq.Ft) � Adding area flow to channel UNDEVELOPED (good cover) subarea i0 " r ... � ; _ Runoff Coefficient = 0.658 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.319(In/Hr) for a 100.0 year stonn Subarea runoff = 3.968(CFS) for 2.600(Ac.) Total runoff = 1502.466(CFS) Total area = 646.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 82.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 646.550(Ac.) Runoff from this stream = 1502.466tCFS) Time of concentration = 20.95 min. Rainfall intensity = 2.319(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.581(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) ' Runoff Coefficient = 0.794 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 17.24 min. Rain intensity = 2.58(In/Hr) Total area = 27.00(Ac.) Total runoff = 59.45(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.010 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 27.000(Ac.) � Runoff from this stream = 59.450(CFS) Time of concentration = 17.24 min. Rainfall intensity = 2.581(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr} 1 1502.466 20.95 2.319 � 2 59.450 17.24 2.581 Largest stream flow has longer time of concentration Qp = 1502.466 + sum of Qb Ia/Ib 59.450 * 0.898 = 53.413 Qp = 1555.879 Total of 2 streams to confluence: Flow rates before confluence point: 1502.466 59.450 Area of streams before confluence: 646.550 27.000 Results of confluence: Total flow rate = 1555.879(CFS) Time of concentration = 20.946 min. Effective stream area after confluence = 673.550(Ac.? ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 82.000 to Point/Station 83.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 102.800(Ft.) Downstream point elevation = 79.200(Ft.) Channel length thru subarea = 1360.000(Ft.) � Channel base width = 38.000(Ft.) Slope or �Z� of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 1560.499(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1560.499(CFS) � Depth of flow = 2.709(Ft.), Average velocity = 11.798(Ft/s) Channel flow top width = 59.668(Ft.) Flow Velocity = 11.80(Ft/s) Travel time = 1.92 min. , Time of concentration = 22.87 min. L� �3 Sub-Channel No. 1 Critical depth = 3.313(Ft.) � � ' Critical flow top width = 64.500(Ft.) � � ' Critical flow velocity= 9.192(Ft/s) � � ' Critical flow area = 169.766(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.649 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 � RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.210(In/Hr) for a 100.0 year storn► Subarea runoff = 5.741(CFS) for 4.000(Ac.) Total runoff = 1561.620(CFS) Total area = 677.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 83.000 � **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number. 1 in normal stream number 1 Stream flow area = 677.550(Ac.) Runoff from this stream = 1561.620(CFS) Time of concentration = 22.87 min. Rainfall intensity = 2.210(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 2.040 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.382(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.763 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soiltAMC 2) = 56.00 Pervious area fraction = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 19.95 min. Rain intensity = 2.38(In/Hr) Total area = 30.90(Ac.) Total runoff = 59.63tCFS) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 30.900(Ac.? Runoff from this stream = 59.630(CFS) Time of concentration = 19.95 min. Rainfall intensity = 2.382(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1561.620 22.87 2.210 2 59.630 19.95 2.382 Largest stream flow has longer time of concentration Qp = 1561.620 + sum of Qb Ia/Ib 59.630 * 0.928 = 55.319 Qp = 1616.938 Total of 2 streams to confluence: � Flow rates before confluence point: 1561.620 59.630 Area of streams before confluence: 677.550 30.900 Results of confluence: Total flow rate = 1616.938(CFS) � =- Time of concentration = 22.867 min. Effective stream area after confluence = 708.450(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 83.000 to Point/Station 84.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 79.200(Ft.) Downstream point elevation = 59.600(Ft.) Channel length thru subarea = 1300.000(Ft.) Channel base width = 38.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 1621.389(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 1621.389(CFS) Depth of flow = 2.878(Ft.), Average velocity = 11.381(Ft/s) Channel flow top width = 61.020(Ft.) Flow Velocity = 11.38(Ft/s) Travel time = 1.90 min. Time of concentration = 24 . 77 min . C N - � Sub-Channel No. 1 Critical depth = 3.375(Ft.) ' ' ' Critical flow top width = 65.000(Ft.) ' ' ' Critical flow velocity= 9.328(Ft/s) ' ' ' Critical flow area = 173.813(Sq.Ft) � Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.641 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.115(In/Hr) for a 100.G year storm Subarea runoff = 5.290(CFS) for 3.900(Ac.) Total runoff = 1622.229(CFS) Total area = 712.350(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 712.350(Ac.) Runoff from this stream = 1622.229(CFS) Time of concentration = 24.77 min. Rainfall intensity = 2.115(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.817(In/Hr) for a 100.0 year stonn APARTMENT subarea type Runoff Coefficient = 0.851 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.200; Impervious fraction = 0.800 User specified values are as follows: TC = 14.71 min. Rain intensity = 2.82(In/Hr) Total area = 19.10(Ac.) Total runoff = 47.36(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.050 to Point/Station 2.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in norinal stream number 2 Stream flow area = 19.100(Ac.) Runoff from this stream = 47.360(CFS) Time of concentration = 14.71 min. Rainfall intensity = 2.817(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1622.229 24.77 2.115 2 47.360 14.71 2.817 , Largest stream f�ow has longer time of concentration = Qp = 1622.229 + sum of Qb Ia/Ib 47.360 * 0.751 = 35.558 Qp = 1657.786 Total of 2 streams to confluence: Flow rates before confluence point: 1622.229 47.360 Area of streams before confluence: 712.350 19.100 Results of confluence: Total flow rate = 1657.786(CFS) Time of concentration = 24.771 min. Effective stream area after confluence = 731.450(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 731.450(Ac.) Runoff from this stream = 1657.786(CFS) Time of concentration = 24.77 min. �� Rainfall intensity = 2.115(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.787(In/Hr) for a 100.0 year stonn COMMERCIAL subarea type Runoff Coefficient = 0.875 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 `�`;;�; � r- ��- � RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 � User specified values are as follows: TC = 15.00 min. Rain intensity = 2.79(In/Hr? Total area = 93.62(Ac.) Total runoff = 114.63(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1202.000 to Point/Station 1202.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 93.620tAc.) Runoff from this stream = 114.630(CFS) Time of concentration = 15.00 min. Rainfall intensity = 2.787(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) i 1 1657.786 24.77 2.115 2 114.630 15.00 2.787 Largest stream flow has longer time of concentration Qp = 1657.786 + sum of Qb Ia/Ib 114.630 * 0.759 = 86.993 Qp = 1744.779 Total of 2 streams to confluence: Flow rates before confluence point: 1657.786 114.630 Area of streams before confluence: 731.450 93.620 Results of confluence: Total flow rate = 1744.779(CFS) Time of concentration = 24.771 min. Effective stream area after confluence = 825.070(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 84.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 � Stream flow area = 825.070(Ac.) Runoff from this stream = 1744.779(CFS) Time of concentration = 24.77 min. Rainfall intensity = 2.115(In/Hr) _ �� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 **** USER DEFINED FLOW INFORMATION AT A POINT **** � Rainfall intensity = 2.230(In/Hr) for a 100.0 year stonn SINGLE FAMILY-(1/4 Acre Lot) Runoff Coefficient = 0.781 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 22.49 min. Rain intensity = 2.23(In/Hr) Total area = 507.92(Ac.) Total runoff = 697.32(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.080 to Point/Station 4.080 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 507.920(Ac.) Runoff from this stream = 697.320(CFS) Time of concentration = 22.49 min. Rainfall intensity = 2.230(In/Hr) Summary of stream data : . Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1744.779 24.77 2.115 2 697.320 22.49 2.230 Largest stream flow has longer time of concentration Qp = 1744.779 + sum of Qb Ia/Ib 697.320 * 0.948 = 661.243 Qp = 2406.023 Total of 2 streams to confluence: Flow rates before confluence point: 1744.779 697.320 Area of streams before confluence: 825.070 507.920 Results of confluence: Total flow rate = 2406.023(CFS) Time of concentration = 24.771 min. Effective stream area after confluence = 1332.990(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 84.000 to Point/Station 85.000 � **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 59.000(Ft.) Downstream point elevation = 53.100(Ft.) Channel length thru subarea = 590.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 2407.530(CFS) � Manning's 'N' = 0.028 - Maximum depth of channel 6.000(Ft.) Flow(q) thru subarea = 2407.530(CFS) Depth of flow = 3.910(Ft.), Average velocity = 11.067(Ft/s) Channel flow top width = 71.279(Ft.? Flow Velocity = 11.07(Ft/s? Travel time = 0.89 min. Time of concentration = 25.66 min. �� - " - i Sub-Channel No. 1 Critical depth = 4.188(Ft.) � � � Critical flow top width = 73.500(Ft.) � � � Critical flow velocity= 10.131(Ft/s) � � ' Critical flow area = 237.641(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.638 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 61.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.074(In/Hr) for a 100.0 year storin Subarea runoff = 2.209(CFS) for 1.670(Ac.) Total runoff = 2408.232(CFS) Total area = 1334.660(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 85.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 � Stream flow area = 1334.660(Ac.) Runoff from this stream = 2408.232(CFS) Time of concentration = 25.66 min. Rainfall intensity = 2.074(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 5.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 3.207(In/Hr) for a 100.0 year stonn CONIl�fERCIAL subarea type Runoff Coefficient = 0.878 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 � Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 11.62 min. Rain intensity = 3.21(In/Hr) Total area = 7.60(Ac.) Total runoff = 21.50(CFS) : v�c' + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 5.000 to Point/Station 5.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in no�mal stream number 2 Stream flow area = 7.600(Ac.) Runoff from this stream = 21.500(CFS) Time of concentration = 11.62 min. Rainfall intensity = 3.207(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2408.232 25.66 2.074 2 21.500 11.62 3.207 Largest stream flow has longer time of concentration Qp = 2408.232 + sum of Qb Ia/Ib 21.500 * 0.647 = 13.907 Qp = 2422.139 Total of 2 streams to confluence: Flow rates before confluence point: 2408.232 21.500 Area of streams before confluence: 1334.660 7.600 . Results of confluence: � Total flow rate = 2422.139(CFS) Time of concentration = 25.659 min. Effective stream area after confluence = 1342.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 86.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 53.100(Ft.) Downstream point elevation = 42.300(Ft.) Channel length thru subarea = 1070.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 2424.891(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.000(Ft.) Flow(q) thru subarea = 2424.891(CFS) Depth of flow = 3.915(Ft.), Average velocity = 11.127(Ft/s) Channel flow top width = 71.322(Ft.) Flow Velocity = 11.13 (Ft/s) �° �_( Travel time = 1.60 min. Time of concentration = 27.26 min. � Sub-Channel No. 1 Critical depth = 4.188(Ft.) ' ' ' Critical flow top width = 73.500(Ft.) ' ' ' Critical flow velocity= 10.204(Ft/s) ' ' ' Critical flow area = 237.641(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.682 Decimal fraction soil group A= 0.000 2. 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) = 67.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.006(In/Hr) for a 100.0 year storm Subarea runoff = 4.172(CFS) for 3.050(Ac.) Total runoff = 2426.311(CFS) Total area = 1345.310(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 86.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1345.310(Ac.) Runoff from this stream = 2426.311(CFS) Time of concentration = 27.26 min. Rainfall intensity = 2.006(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.020 to Point/Station 5.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.793(In/Hr) for a 100.0 year storm � APARTMENT subarea type Runoff Coefficient = 0.860 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 = 0.200; Impervious fraction = 0.800 User specified values are as follows: TC = 14.94 min. Rain intensity = 2.79{In/Hr) Total area = 14.50(Ac.) Total runoff = 33.81(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.020 to Point/Station 5.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 14.500(Ac.) Runoff from this stream = 33.810(CFS? Time of concentration = 14.94 min. Rainfall intensity = 2.793(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity � No. (CFS) (min) (In/Hr) 1 2426.311 27.26 2.006 2 33.810 14.94 2.793 Largest stream flow has longer time of concentration Qp = 2426.311 + sum of Qb Ia/Ib 33.810 * 0.718 = 24.288 � Qp = 2450.598 Total of 2 streams to confluence: Flow rates before confluence point: 2426.311 33.810 Area of streams before confluence: 1345.310 14.500 Results of confluence: Total flow rate = 2450.598(CFS) Time of concentration = 27.262 min. Effective stream area after confluence = 1359.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 86.000 to Point/Station 87.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 42.300(Ft.) Downstream point elevation = 37.000(Ft.) Channel length thru subarea = 530.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z� of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 2451.995(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.00OtFt.) � Flow(q) thru subarea = 2451.995(CFS) Depth of flow = 3.949(Ft.), Average velocity = 11.128(Ft/s) Channel flow top width = 71.592(Ft.) Flow Velocity = 11.13(Ft/s) Travel time = 0.79 min. Time of concentration = 28.06 min. ��_� Sub-Channel No. 1 Critical depth = 4.219(Ft.) ' ' ' Critical flow top width = 73.750(Ft.) ' ' ' Critical flow velocity= 10.219(Ft/s) ' ' ' Critical flow area = 239.941(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.679 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) = 67.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.975(In/Hr) for a 100.0 year storm Subarea runoff = 2.079(CFS) for 1.550(Ac.) Total runoff = 2452.677(CFS) Total area = 1361.360(Ac.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 87.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1361.360(Ac.) Runoff from this stream = 2452.677(CFS) Time of concentration = 28.06 min. Rainfall intensity = 1.975(In/Hr) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.030 to Point/Station 5.030 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.842(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.801. 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 14.47 min. Rain intensity = 2.84(In/Hr) Total area = 5.50(Ac.) Total runoff = 12.62(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.030 to Point/Station 5.030 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 � Stream flow area-= 5.500(Ac.) Runoff from this stream = 12.620(CFS) Time of concentration = 14.47 min. Rainfall intensity = 2.842(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2452.677 28.06 1.975 2 12.620 14.47 2.842 Largest stream flow has longer time of concentration Qp = 2452.677 + sum of Qb Ia/Ib 12.620 * 0.695 = 8.768 Qp = 2461.445 Total of 2 streams to confluence: Flow rates before confluence point: 2452.677 12.620 Area of streams before confluence: 1361.360 5.500 Results of confluence: Total flow rate = 2461.445(CFS) � Time of concentration = 28.056 min. Effective stream area after confluence = 1366.860(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 87.000 to Point/Station 88.000 ;�� **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 37.000(Ft.) � Downstream point elevation = _ 28.500(Ft.) Channel length thru subarea 860.000(Ft.) Channel base width = 40.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 2463.669(CFS) Manning's 'N' = 0.028 Maximum depth of channel = 6.00OtFt.) Flow(q) thru subarea = 2463.669(CFS) Depth of flow = 3.972(Ft.), Average velocity = 11.099(Ft/s) Channel flow top width = 71.774(Ft.) Flow Velocity = 11.10(Ft/s) Travel time = 1.29 min. Time of concentration = 29.35 min. �^, ` v n � J Sub-Channel No. 1 Critical depth = 4.250(Ft.) � � ' Critical flow top width = 74.000(Ft.) � � ' Critical flow velocity= 10.170(Ft/s) � � ' Critical flow area = 242.250(Sq.Ft) Adding area flow to channel UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.675 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) 67.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.926(In/Hr) for a 100.0 year storm Subarea runoff = 3.212(CFS) for 2.470(Ac.} Total runoff = 2464.657(CFS) Total area = 1369.330(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1369.330(Ac.) Runoff from this stream = 2464.657(CFS) Time of concentration = 29.35 min. Rainfall intensity = 1.926(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.060 to Point/Station 5.060 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.626(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) � Runoff Coefficient = 0.795 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 16.71 min. Rain intensity = 2.63(In/Hr) � Total area = 13.04(Ac.) Total runoff = 21.58(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.060 to Point/Station 5.060 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 13.040(Ac.) Runoff from this stream.= 21.580(CFS) Time of concentration = 16.71 min. Rainfall intensity = 2.626(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2464.657 29.35 . 1.926 2 21.580 16.71 2.626 Largest stream flow has longer time of concentration Qp = 2464.657 + sum of Qb Ia/Ib 21.580 * 0.734 = 15.832 Qp = 2480.489 � Total of 2 streams to confluence: Flow rates before confluence point: 2464.657 21.580 Area of streams before confluence: 1369.330 13.040 Results of confluence: Total flow rate = 2480.489(CFS) � Time of concentration = 29.347 min. Effective stream area after conf�uence = 1382.370(Ac.? ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 88.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1382.370(Ac:) Runoff from this stream = 2480.489(CFS) Time of concentration = 29.35 min. Rainfall intensity = 1.926(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.050 to Point/Station 8.050 **** USER DEFINED FLOW INFORMATION AT A POINT **** � Rainfall intensity = 2.139lIn/Hr) for a 100.0 year storm SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.778 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 24.26 min. Rain intensity - 2.14(In/Hr) Total area = 110.76(Ac.} Total runoff = 200.35(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.050 to Point/Station 8.050 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 110.760(Ac.) Runoff from this stream = 200.350(CFS) Time of concentration = 24.26 min. Rainfall intensity = 2.139(In/Hr) Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2480.489 29.35 1.926 2 200.350 24.26 2.139 Largest stream flow has longer time of concentration Qp = 2480.489 + sum of Qb Ia/Ib � 200.350 * 0.901 = 180.435 Qp = 2660.924 Total of 2 streams to confluence: Flow rates before confluence point: 2480.489 200.350 Area of streams before confluence: 1382.370 110.760 Results of confluence: Total flow rate = 2660.924(CFS) Time of concentration = 29.347 min. Effective stream area after confluence = 1493.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 88.000 to Point/Station 89.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 28.100(Ft.) Downstream point elevation = 20.600(Ft.) Channel length thru subarea = 920.000(Ft.) Channel base width = 44.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Estimated mean flow rate at midpoint of channel = 2663.330(CFS) Manning's 'N� = 0.028 Maximum depth of channel = 6.000 (Ft. ) �(-�-4 Flow(q) thru subarea = 2663.330(CFS) Depth of flow = 4.183(Ft.), Average velocity = 10.484(Ft/s) Channel flow top width = 77.463(Ft.) Flow Velocity = 10.48(Ft/s) _� Travel time = 1.46 min. Time of concentration = 30.81 min. � Sub-Channel No. 1 Critical depth = 4.250(Ft.) ' ' ' Critical flow top width = 78.000(Ft.) � � ' Critical flow velocity= 10.273(Ft/s) � � ' Critical flow area = 259.250(Sq.Ft) Adding area flow to channel ��-� ..;: , UNDEVELOPED (good cover) subarea Runoff Coefficient = 0.671 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) = 67.50 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.876(In/Hr) for a 100.0 year stonn Subarea runoff = 3.396(CFS} for 2.700(Ac.) Total runoff = 2664.319(CFS) Total area = 1495.830(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 1 Stream flow area = 1495.830(Ac.) Runoff from this stream = 2664.319(CFS) � Time of concentration = 30.81 min. Rainfall intensity = 1.876(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.020 to Point/Station 9.020 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 2.801(In/Hr) for a 100.0 year stonn SINGLE FAMILY (1/4 Acre Lot) Runoff Coefficient = 0.800 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 = 0.500; Impervious fraction = 0.500 User specified values are as follows: TC = 14.86 min. Rain intensity = 2.80(In/Hr} Total area = 31.98(Ac.) Total runoff = 51.17(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.020 to Point/Station 9.020 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in nonnal stream number 2 Stream flow area = 31.980(Ac.) Runoff from this stream = 51.170(CFS) Time of concentration = 14.86 min. Rainfall intensity = 2.801(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 2664.319 30.81 1.876 2 51.170 14.86 2.801 Largest stream flow has longer time of concentration Qp = 2664.319 + sum of Qb Ia/Ib 51.170 * 0.670 = 34.265 Qp = 2698.584 Total of 2 streams to confluence: Flow rates before confluence point: 2664.319 51.170 Area of streams before confluence: 1495.830 31.980 Results of confluence: Total flow rate = 2698.584(CFS) Time of concentration = 30.809 min. Effective stream area after confluence = 1527.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 89.000 to Point/Station 89.000 **** CONFLUENCE OF MINOR STREAMS **** � Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1527.810(Ac.) Runoff from this stream = 2698.584(CFS) Time of concentration = 30.81 min. Rainfall intensity = 1.876(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1206.000 to Point/Station 1206.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** Rainfall intensity = 1.946(In/Hr) for a 100.0 year stonn CONII�:ERCIAL subarea type Runoff Coefficient = 0.869 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= Z.000 Decimal fraction soil group C= 0.000 ��_ Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.100; Impervious fraction = 0.900 User specified values are as follows: TC = 28.82 min. Rain intensity = 1.95(In/Hr) Total area = 7.22(Ac.) Total runoff = 14.56(CFS) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1206.000 to Point/Station 1206.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 7.220(Ac.) Runoff from this stream = 14.560(CFS) Time of concentration = 28.82 min. Rainfall intensity = 1.946(In/Hr) � Summary of stream data : Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2698.584 30.81 1.876 2 14.560 28.82 1.946 Largest stream flow has longer time of concentration Qp = 2698.584 + sum of Qb Ia/Ib 14.560 * 0.964 = 14.035 Qp = 2712.619 Total of 2 streams to confluence: Flow rates before confluence point: 2698.584 14.560 Area of streams before confluence: 1527.810 7.220 Results of confluence: Total flow rate = 2712.619(CFS) Time of concentration = 30.809 min. Effective stream area after confluence = 1535.030(Ac.) End of computations, total study area = 1535.03 (Ac.) The following figures may be used for a unit hydrograph study of the same area. � Area averaged pervious area fraction{Ap) = 0.487 Area averaged RI index number = 64.7 �