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Home My WebLink AboutPreliminary Hydrology and Hydraulics Study � PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 CITY OF TEMECULA RIVERSIDE COUNTY CALIFORNIA PREPARED FOR: • � � � �.��t1�.��5 ��I_Llr tai�i�`i' A�+d�i�.��!Ci�T G?i(�.�� 1Ni,. 41 E)3S ENTERPRISE CIRCLE NORTH, SUITE B TEMECULA, CA 92590 (951) 296-3466 PREPARED BY: . ,:��.�� '�,� Engineering & Cousniting, Inc, ��,�- , ;,.... �.�,°� 40040 COLISEUM WAY MURRIETA CA 92562 PH. 951.304.9552 FAx 951.304.3568 . DECEMBER S, ZOOg PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA • This report has been prepared by or under the direction of the following registered civil engineer who attests to the technical information contained herein. The registered civil engineer has also judged the qualifications of any technical specialists providing engineering data upon which recommendations, conclusions, and decisions are based. � Q�OFESSIp� ``��,Q`� �" �A `��' � � � �� m N0.59835 � • � EXP.12/31/09 � ��.�� `�'lq CtV11. ��Q' F pF ��,FC� 12-05-2008 Joseph L. Castaneda RCE 59835 Date Seal Registered Civil Engineer � 0:\ 132.05.08\Tentative_Tract_Map�EngineeringV-Iydrology_PIan�Reports\Hydro_report_120408.doc PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA � TABLE OF CONTENTS I. PURPOSE AND SCOPE ......................................................................................1 II. PROJECT SITE AND DRAINAGE AREA OVERVIEW ...................................................1-2 III. OFFSITE HYDROLOGY AND WATERCOURSE ANALYSIS ......... ... ............ ... ..................2-3 IV. ONSITE AND OFFSITE HYDROLOGY ANALYSIS ....... ............... ... ... ............. .............3-S V . HYDRAULICS .....................:.......................................................................5-7 VI. WATER QUALITY AND BAS1N ROUTING .............................................................�-9 VII. FINDINGS ..................................................................................................... 9 VIII REFERENCES ...............................................................................................9 VICINITY MAP APPENDICES • APPENDIX A : PRE-PROJECT CONDITION ONSITE UNIT HYDROGRAPH HYDROLOGY APPENDIX A.1: UNIT HYDROGRAPH METHOD ANALYSIS, OVERALL AREA APPENDIX B : POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY APPENDIX B.1: RATIONAL METHOD ANALYSIS, AREA "A" APPENDIX B.2: RATIONAL METHOD ANALYSIS, AREA "B" APPENDIX B.3: RATIONAL METHOD ANALYSIS, AREA "C" APPENDIX B.4: RATIONAL METHOD ANALYSIS, AREA "D" APPENDIX C : POST-PROJECT CONDITION ONSITE UNIT HYDROGRAPH HYDROLOGY APPENDIX C.1: UNIT HYDROGRAPH ANALYSIS, AREA "A" APPENDIX C.Z: UNIT HYDROGRAPH ANALYSIS, AREA "B" APPENDIX C.3: UNIT HYDROGRAPH ANALYSIS, AREA "C" APPENDIX C.4: UNIT HYDROGRAPH ANALYSIS, AREA "D" APPENDIX C.S: UNIT HYDROGRAPH ANALYSIS, AREA "E" APPENDIX D : STREET CAPACITY APPENDIX D.1: TrPICAL SANTIAGO ROAD STREET CROSS SECTION APPENDIX D.2: TYPICAL IN-TRACT STREET CROSS SECTION APPENDIX D.3: SANTIAGO ROAD HALF STREET CAPACITY — CL TO ROW APPENDIX D .4: IN-TRACT FULL STREET CAPACITY — ROW TO ROW APPENDIX D.S: IN-TRACT HALF STREET CAPACITY � APPENDIX E : CATCH BASIN CALCULATIONS APPENDIX E.1: CaTCx Basirr #1 O:\132.05.08\Tentative Tract_Map�EngineeringU-Iydrology_Plan\Reports\Hydro_report_120408.doc PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 • RIVERSIDE COUNTY, CALIFORNIA APPENDIX E.2: CATCx B.asirr #2 APPENDIX E.3: Ca,TCH Baslrr #3 APPENDIX E.4: CaTCH Bas� #4 APPENDIX E.S: CaTCH Basit�r #5 APPENDIX E.6: CaTCx BASnv #6 APPENDIX F : PIPE SIZING CALCULATIONS — NORMAL DEPTH APPENDIX F.1: LiNE "A-1" APPENDIX F.2: L�NE "A-2" APPENDIX F.3: L�NE "B-1" APPENDIX F.4: LtNE "G 1 " APPENDIX F.S: LitvE "G2" APPENDIX G : POROUS LANDSCAPE DETENTION WATER QUALITY CALCULATIONS APPENDIX G.1: VoLUME DESi�rr CuxvE APPENDIX G.Z: WATER QUALITY VOLUME SIZING SPREADSHEETS AND UNIT STORAGE VOLUME GRAPHS APPENDIX G.3 POROUS LANDSCAPE DETENTION INFILTRATION RATE AND OUTFLOW CALCULATIONS APPENDIX G.4: POROUS LANDSCAPE DETENTION STORAGE VOLUME VS. OUTFLOW TABLES APPENDIX G.S: Basn•r "A" WATER QUALITY BASIN ROUTING CALCULATIONS � APPENDIX G.6: BAS� "B" WATER QUALITY BASIN ROUTING CALCULATIONS APPENDIX G.7: Bas�rr "C" WATER QUALITY BASIN ROUTING CALCULATIONS APPENDIX G.8: BAS�N "D" WATER QUALITY BASIN ROUTING CALCULATIONS APPENDIX H : POROUS LANDSCAPE DETENTION BASIN ROUTING CALCULATIONS APPENDIX H.1: PRE-PROJECT VS. POST-PROJECT FLOW RATE SUMMARY TABLE APPENDIX H.2: PRE-PROJECT VS. ROUTED FLOW SUMMARY TABLE APPENDIX H.3: PRE-PROJECT VS. POST-PROJECT VOLUME SUMMARY TABLE APPENDIX H.4 BASIN VOLUME SUMMARY TABLE APPENDIX H.S: POROUS LANDSCAPE DETENTION 1 O-YEAR, 24-HOUR OUTFLOW CALCULATION TABLE APPENDIX H.6: BAS�rr "A" 2-YEAR, 24-HOUR BASIN ROUTING CALCULATIONS APPENDIX H.7: Bas�tv "B" 2-YEAR, 24-HOUR BASIN ROUTING CALCULATIONS APPENDIX H.8: BAS� "C" 2 24 BASIN ROUTING CALCULATIONS APPENDIX H.9: Basitv "D" 2 24 BASIN ROUTING CALCULATIONS APPENDIX L• EXISTING CONDITION WATERCOURSE ANALYSES APPENDIX I.1: TYPICAL SECTION FOR SECTION DOWNSTREAM OF TRIPLE 36" CULVERT APPENDIX I.2: NORMAL DEPTH CALCULATIONS FOR SECTION DOWNSTREAM OF TRIPLE 36" CULVERT APPENDIX I.3: NORMAL DEPTH CALCULATION FOR IN-TRACT SPAN BRIDGE SECTION APPENDIX I.4: TYPICAL SECTION FOR SECTION UPSTREAM OF TRIPLE 36" CULVERT— SOUTH � OF SANTIAGO ROAD O:U32.05.08\Tentative_Tract MaplEngineering\Hydrology_Plan\Reports\Hydro_report_120408.doc PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA � APPENDIX I.S: NORMAL DEPTH CALCULATIONS FOR SECTION UPSTREAM OF TRIPLE 36" CULVERT — SOUTH OF SANTIAGO ROAD EXCERPTS EXCERPT A: PARCEL 4 OF P.M. HE)32 OFFSITE HYDROLOGY 1 OO-YEAR STORM EVENT RATIONAL METHOD CALCULATIONS, FROM "HYDROLOGY AND HYDRAULICS STUDY FOR APN 94S-OgO-017" PREPARED BY MEDOFER ENGINEERING, INC. DATED APRIL 2, ZOO� EXCERPT B: PORTION OF PARCEL 4 OF P.M. gF)32 HYDROLOGY EXHIBIT OFFSITE DRAINAGE, FROM "HYDROLOGY AND HYDRAULICS STUDY FOR APN 94S-OgO- O 1 T' PREPARED BY MEDOFER ENGINEERING, INC. DATED APRIL 2, 200� EXCERPT C: 1 OO-YEAR WATER SURFACE PROFILE GRADIENT PROGRAM CALCULATIONS FOR SANTIAGO ROAD IMPROVEMENTS, 3E>" CMP CULVERTS FROM "HYDROLOGY AND HYDRAULICS STUDY FOR APN 94S-OgO-Ol �" PREPARED BY MEDOFER ENGINEERING, INC. DATED APRIL Z, ZOO� EXCERPT D: PARCEL MAP NO. 3SO39 STREET IMPROVEMENT PLANS FOR SANTIAGO ROAD, SHEET 3 OF S, BY MEDOFER ENGINEERING, INC. EXHIBITS � EXHIBIT A: PRE-PROJECT CONDITION ONSITE UNIT HYDROGRAPH MAP EXHIBIT B: POST-PROJECT CONDITION ONSITE RATIONAL METHOD MAP EXHIBIT C: POST-PROJECT CONDITION ONSITE UNIT HYDROGRAPH MAP EXHIBIT D: DRAINAGE FACILITIES MAP EXHIBIT E: WATER QUALITY MAP EXHIBIT F: Hv�ROLO�ic SotLS MaP EXHIBIT G: RAINFALL MAPS EXHIBIT H: SLOPE OF INTENSITY DURATION CURVES EXHIBIT I: FIELD RECONNAISSANCE MAP EXHIBIT J: STREAM LIMITS OF FLOODING AND SECTION LOCATIONS • O:\ 132.05.08\Tentative_Tract_Map\Engineering\Hydrology_PIan�Reports\Hydro_report_120408.doc PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TTM 30434 RIVERSIDE COUNTY, CALIFORNIA S I. PURPOSE AND SCOPE The purpose of this study is to determine the 100-year and 10-year storm runoff associated with the development of Tentative Tract Map 30434. The study will determine the 100-year and 10-year runoff emanating from offsite and onsite area based on the pre-project and post- project conditions. The study will provide the necessary hydrology and hydraulic calculations in support of the Tentative Tract Map 30434. Additionally, the study will identify the required drainage improvements that provide flood protection for the Tentative Tract Map 30434 from runoff emanating from the offsite and onsite areas. This study will also determine the facilities necessary to mitigate flows for increased runoff for the 2-year and 10-year, 24-hour storm events, as well as the required volume of such facilities in order to store the increase in volume associated with Tentative Tract Map 30434. The scope of the study includes the following: 1. Determination of existing watercourse dynamics, including documentation obtained from previous hydrology and hydraulics studies for the surrounding area and tributary watershed. 2. Determination of points of flow concentration and watershed subareas for onsite. 3. Determination of the 10-year and 2-year 24-hour storm duration peak flows based on � the undeveloped drainage condition for the onsite and small portion of offsite area utilizing the Riverside County Flood Control and Water Conservation District (RCFC&WCD) Unit Hydrograph Method. 4. Determination of the 100-year, 10-year and 2-year peak storm flows based upon the ultimate development within Tentative Tract Map 30434 for the onsite and small portion of offsite area utilizing the RCFC&WCD Rational Method. 5. Determination of the 10-year and 2-year 24-hour storm duration peak flows based upon the ultimate development within Tentative Tract Map 30434 for the onsite and small portion of offsite area utilizing the RCFC&WCD Unit Hydrograph Method. 6. Develop storm drain improvement alignments to protect the project site from the 10- year and 100-year flooding limits. 7. Size facilities to effectively mitigate the increase in flows and store the increase in volume associated with the development of Tentative Tract Map 30434 for the 2-year and 10-year 24-hour storm duration. 8. Preparation of the hydrology and hydraulics report, which consist of hydrological and analytical results and exhibits. II. PROJECT SITE AND DRAINAGE AREA OVERVIEW Tentative Tract Map 30434 is a proposed residential site that will consist of 18 lots. The site � is located in the City of Temecula in the County of Riverside. Tentative Tract Map 30434 is roughly bounded by Pauba Road to the north, Santiago Road to the south, John Warner Road O:\132.05.08\Tentative_Tract Map\Engineering\Hydrology_PIan�Reports\Hydro_report_120408.doc -1- PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA � to the west and Cresta Verde Court to the east. The entire watershed boundar is , y approximately 45 acres, with approximately 36 acres consisting of onsite area. The remaining 9 acres of offsite area consists of 4 residential 1-acre lots, and undeveloped area. The project site consists of sloped terrain with elevations ranging from 1255 feet to 1119 feet. The project proposes to collect the flows for the offsite areas and onsite areas through terrace drains and v-ditches located within the sloped areas. The flows will then be discharged into the in-tract streets and conveyed to one of the six proposed catch basins. Flows are then routed via subsurface pipes and v-ditches to one of four porous landscaped detentions for mitigation and water quality treatment. Ultimately, the flows are discharged back into the natural stream that is persevered through the central portion of the property. Tentative Tract Map 30434 encompasses a central watercourse, that is delineated by California State Fish and Game. The proposed project does not encroach upon these delineated boundaries, and will utilize a span bridge at one location for conveying traffic over the watercourse. III. OFFSITE HYDROLOGY AND WATERCOURSE ANALYSIS Tentative Tract Map 30434 consists of a central watercourse (hereon referred to as "Stream A") that flows from the east to southwest limits of the project boundary. Stream A is • tributary to an existing triple 36" culvert (constructed per Parcel Map 35039 Santiago Road Street Improvements) that passes under Santiago Road. An additional watercourse located south of Santiago Road (hereon referred to as "Stream B") joins Stream A at the downstream end of the triple 36" culvert. Based upon topographic files obtained for the area prior to the improvements, Stream B originally crossed Santiago Road east of the culvert and joined Stream A. The merged streams then crossed Santiago Road to the south. In order to determine the current course of Stream A and Stream B, a field reconnaissance study was performed, and a field reconnaissance map has been included as Exhibit "I". The development of Parcel Map 35039 elevated Santiago Road from Ormsby Road to approximately 650 feet east of John Warner Road. The paved improvements for Santiago Road end at approximately 200 feet east of John Warner Road, leaving the remaining 450 feet unpaved, and designated as "Graded Road". The previous dirt traveled way for Santiago Road veered north between Stream A and Stream B, then back to the south just east of John Warner Road. Due to the improvements and realignment of Santiago Road, Stream B remains on the south side of Santiago Road. Stream A reaches Santiago Road to the north and is conveyed through the triple 36" culverts under Santiago Road to confluence with Stream B. In order to appropriately size structures and determine current flooding limits, the Rational Method Hydrology Calculations for the 100-year storm event were utilized from the s "Hydrology and Hydraulic Calculations for APN 945-080-017", prepared by Medofer O:\132.05.08\Tentative_Tract Map�EngineeringU-lydrology_PIanlReports\Hydro_report_120408.doc -2- PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA • Engineering Inc. (hereon referred to as "APN 945-080-017 calculations") which have been included as Excerpt A. The corresponding hydrology map has been included in Excerpt B. Based upon the analysis, node 1.11 is the downstream point for Stream A, node 1.12 is the downstream point for Stream B, and node 1.13 is the confluence point for Stream A and Stream B. The following table summarizes the flow rates obtained from the APN 945-080- 017 calculations: Downstream Node Tributa Stream s 100-Year Peak Flow Rate 1.11 Stream A 245.1 ft/s 1.12 Stream B 148.7 ft/s 1.13 Stream A+ B 393.8 ft/s Cross sections were analyzed for three locations: the downstream point for the triple 36" culvert after the confluence of Stream A and B, upstream of the triple 36" culvert for Stream B, and the proposed location for the TTM 30434 onsite span bridge that will cross Stream A. A cross section for Stream A near the upstream end of the triple 36" culvert was not analyzed since the APN 945-080-017 calculations included Water Surface Profile Gradient Prog`ram Calculations for the triple 36" culvert (see Excerpt C), and determined that the culverts could convey the flows from Stream A under Santiago Road without overtopping the graded road. Road elevations for Santiago Road and elevations for the triple 36" culvert were obtained • from Sheet 3 of the "Street Improvement Plans for Santiago Road Parcel Map 35039", prepared by Medofer Engineering Inc. (see Excerpt D). Based upon normal depth calculations for the three sections (see Appendix I), it was concluded that flows do not overtop Santiago Road in the existing condition. Therefore, the development of Tentative Tract Map 30434 does not propose additional drainage structures or improvements to the existing triple 36" culvert. IV. ONSITE AND OFFSITE HYDROLOGY The RCFC&WCD Hydrology Manual (Reference 1), was used to develop the hydrological parameters for the 2-year, 10-year and 100-year storm events. The Rational Method was used for the analyses and the computations were performed using the computer program developed by Civil Cadd/Civil Design. The 1-hour rainfall depths for the 2-year and 100-year storm events are 0.50 and 1.20 inches, and the rainfall depths for the 24-hour 2-year and 100-year storm events are 1.80 and 4.50 inches, respectively. The rainfall depths were obtained from the isohyetals maps included in the RCFC&WCD Hydrology Manual. The isohyetals maps are included in Exhibit G. The Slope of Intensity Duration Curves is included in Exhibit H. The existing soil classification for the area consists of Hydrologic Soil Group "B", Group • "C", and Group "D", as shown in Exhibit F. Exhibit F is a Soils Map obtained from the RCFC&WCD Hydrology Manual. As recommended by RCFC&WCD, an Antecedent O:\132.05.08\Tentative_Tract Map�EngineeringUIydrology_PIan�Reports\Hydro_report_120408.doc -3- PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA � Moisture Condition (AMC) I is used in the hydrology analyses for the 2-year storm events and an AMC II was used in the hydrology analyses for the 100-year and 10-year storm events. The onsite and offsite areas were analyzed using the following land use designations with corresponding runoff index numbers and impervious area: Runoff Index Numbers Land Use Desi nation Corres ondin Areas Soil B Soil C Soil D A; %) Undevelo ed (Poor Cover) O en S ace, Central Watercourse Areas 76 84 88 0 Residential Landscaped, Sloped, Porous Landscaping/Turf Landsca ed Detention Areas 56 69 75 0 1-2 Acre Residential 1-2 Acre Residential Lots 56 69 75 15 1-Acre Residential 1-Acre Residential Lots 56 69 75 20 Commercial Street Areas 56 69 75 90 The residential onsite area was analyzed as 1-2 acre lots with 15% imperviousness for larger lots and the remaining lots were analyzed as 1-acre lots with 20% imperviousness. This was done in order to more accurately model the onsite area due to the size of the lots. • The watershed boundaries delineated for the project are shown as follows: • Exhibit "A" provides delineation of the overall pre-project unit hydrograph watershed boundary based on an undeveloped condition. • Exhibit "B" provides delineation of the overall offsite and onsite rational method watershed boundaries and subareas for the post-project rational method condition. • Exhibit "C" provides delineation of the overall offsite and onsite unit hydrograph watershed boundaries based on the post-project condition. The post-project hydrology was performed using the rational method and unit hydrograph methods. The rational method calculations are utilized in sizing catch basins, sizing subsurface pipes, and determining street capacities. The post-project rational method hydrology was divided into four areas: Area A, Area B, Area C, and Area D. These areas were delineated according to their downstream porous landscaped detentions. The unit hydrograph method calculations are utilized in determining increases in volume and flow rate when compared to the pre-project condition volumes and flow rates. The post- project condition unit hydrograph hydrology consists of five areas: Area A, Area B, Area C, Area D, and Area E. Areas A-D correspond to the rational method areas, and the unit hydrograph lag times were calculated using 80% of the rational method time of concentration. Area E is the central watercourse area, Stream A, and calculations for this area were performed for the unit hydrograph hydrology only in order to more adequately compare the pre-project condition overall unit hydrograph results with the post-project • condition unit hydrograph results. Since the pre-project unit hydrograph incorporated the entire site (Stream A included), calculations for the Stream A watercourse area were O:\132.05.08\Tentative Tract_Map�EngineeringUlydrology_PIan�RepoRs\Hydro_report_120408.doc -4- PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 � RIVERSIDE COUNTY, CALIFORNIA necessary in the post-project condition. The table below summarizes the unit hydrograph results: Pre-Pro'ect Vs. Post-Pro'ect Unit H dro ra h Flow Rate Summa Table Storm Event QEX Q ft /s Total QP �ft3�S� QA QB QC QD QE �ft3�S� . 2-Year, 24-Hour 1.317 0.841 1.151 0.200 0.190 0.105 2.487 10-Year, 24-Hour 8.584 1.459 2.813 0.382 0.446 1.096 6.196 Pre-Pro'ect Vs. Post-Pro'ect Unit H dro ra h Volume Summa Table Storm Event VEX Vp ac-ft Total VP (ac-ft) V V V� VD VE (ac-ft) 2-Year, 24-Hour 0.8008 0.5248 0.7093 0.1221 0.1166 0.0636 1.5364 10-Year, 24-Hour 2.3067 0.7237 1.0607 0.1831 0.1755 0.3262 2.4692 The four onsite areas in the post-project condition discharge into onsite porous landscaped detentions where they will be treated for water quality purposes, mitigate flows for increased runoff associated with the proposed development, and store the increase in volume associated with the proposed development. The flows will then ultimately discharge back into the e natural central stream. The pre-project unit hydrograph calculations are included in Appendix A, the post-project rational method calculations are included in Appendix B, and the post-project unit hydrograph calculations are included in Appendix C. V. HYDRAULICS Tentative Tract Map 30434 will incorporate v-ditches, terrace drains, downdrains, and subsurface storm drain systems to convey the tributary onsite and offsite watershed flows through the project site. The Haestad F1owMaster Program was used to evaluate street capacity, size the catch basins, and size the subsurface pipes. STREET DEPTH CALCULATIONS Rating tables, provided in Appendix D were used to evaluate the flooding within the proposed Santiago Road and the In-tract streets within TTM 30434. The proposed Santiago Road and the in-tract streets did not have the capacity to convey the 10-year or 100-year flow rates without overtopping the Right of Way. Therefare, AC Dikes will be utilized the streets were evaluated for the following scenarios: • Conveyance capability for a typical half-street section for Santiago Road using the depth equal to the AC dike elevation (1.20'). Full street capacity calculations were not � O:\ 132.05.08\Tentative_Tract_Map�Engineering\Hydrology_Plan\Reports\Hydro_report_ 120408. doc -5- PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE � TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA � analyzed due to the project improvements pertaining only to one side of Santiago Road. • Conveyance capability for a typical 30' in-tract street section using the depth equal to the AC dike (0.83') • Conveyance capability for a typical 30' in-tract half-street section using the depth equal to the centerline (0.57'). The following criteria was used in evaluating the street capacity: • The peak flow rate resulting from a 10-year storm event shall be contained within the elevation of centerline for the in-tract streets and within the ac dikes for Santiago Road. � The peak flow rate resulting from a 100-year storm event shalT be contained within the elevation of the ac dikes for the in-tract streets and Santiago Road. The full street capacity from right of way to right of way for Santiago Street was not analyzed due to the project improvements pertaining to only one side of Santiago Road. There are no proposed street improvements for the south side of the street that are associated with this development. Therefore, Santiago Road was analyzed for flows contained within the ac dike elevation, since analyzing the centerline elevation would result in flows � overtopping the ac dike. Both the 100-year flow rates and 10-year flow rates are contained within the ac dikes and centerline elevations. STORM DRAIN FACILITIES A brief narrative has been prepared for the storm drain systems, which are shown on the "Drainage Facilities Map" (Exhibit D). Storm Drain Line "A-1" Storm Drain Line "A-1" is the storm drain system located at the low point of Street "C" and collects flows from Area "A". Line "A-1" has a maximum flow rate of 5.6 ft and a pipe diameter of 18", which ultimately discharges into Porous Landscape Detention "A". Storm Drain Line "A-2" Storm Drain Line "A-2" is the storm drain system located at the downstream end of the project boundary along Santiago Road and collects flows from Area "A". Line "A-2" has a maximum flow rate of 8.1 ft and a pipe diameter of 24", which ultimately discharges into Porous Landscape Detention "A". � O:\ 132.05.08\Tentative_Tract_Map�EngineeringU-Iydrology_Plan\Reports\Hydro_report_120408. doc -6- PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 • RIVERSIDE COUNTY, CALIFORNIA Storm Drain Line "B-1" Storm Drain Line "B-1" is the storm drain system located at the low point of Street "C" and collects flows from Area "B". Line "B-1" has a maximum flow rate of 25.8 ft and a pipe diameter of 30", which ultimately discharges into Porous Landscape Detention "B". Storm Drain Line "C-1" Storm Drain Line "C-1" is the storm drain system that coveys flows from the riortherly area, Area "C" and discharges into Porous Landscape Detention "C" approximately 650 ft downstream of catch basin #6. Line "C-1" has a maximum flow rate of 5.3 ft and a pipe diameter of 18", which ultimately discharges into Porous Landscape Detention "C". NORMAL DEPTH CALCULATIONS As previously discussed in section III, normal depth calculations were performed for Stream A at the location for the proposed span bridge that is to cross the watercourse. A flow rate of 245.1 ft was used to evaluate the section, and was obtained from the APN 945-080-017 calculations. The analysis yielded a top width of approximately 43.8 ft. It is recommended that the span bridge be have a span of 50' minimum in order to ensure that the bridge does • not encroach upon the limits of flooding for Stream A, and therefore not impact the existing flooding limits of the stream. See appendix I for normal depth calculations. VL WATER QUALITY AND BASIN ROUTING The project site will utilize four Porous Landscape Detentions (PLDs) to treat the required water quality volume, store the increase in volume associated with the development of Tentative Tract Map 30434 and mitigate for increased runoff associated with the development. WATER QUALITY The water quality volume required to be treated was determined using the Design Procedure for BMP Volume spreadsheets, which have been included in Appendix G. For the outflow of PLD's, the infiltration rate was used to calculate a corresponding flow rate. This infiltration rate is based on 2" per hour, which was calculated into an equivalent flow rate based upon the bottom area of each PLD (see Appendix G for the Infiltration Rate and Outflow Calculations). Water Quality Basin Routing calculations were performed for each PLD using the infiltration rate as the outflow. These calculations have been included in Appendix G. � O:\ 132.05.08\Tentative_Tract_Map�Engineering�-lydrology_PIan�Reports\Hydro_report_120408.doc - '7 - PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY FOR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA • JLC Engineering and consulting recommends that each lot incorporate a landscaped buffer strip to catch the flows emanating from the lots prior to being discharged into the streets in order to serve as a pre-treatment measure. BASIN ROUTING Basin Routing calculations were performed for the PLDs to determine the outflows for each PLD. The unit hydrograph for the pre-project and post-project 2-year 24-hour and 10-year 24-hour storm durations were compared with regards to flow rate and volume. The following tables sununarize the results: Unit H dro ra h Pre-Pro'ect Flow Rates Vs. Post-Pro'ect Flow Rates Summa Table Storm Event QEX QP ft /s Total Qp Qp — QEX �ft �[A �[B �CC QD QE �ft �ft 2-Year, 24-Hour 1.317 0.841 1.151 0.200 0.190 0.105 2.487 1.170 10-Year, 24-Hour 8.584 1.459 2.813 0.382 0.446 1.096 6.196 -2.388 Unit H dro ra h Pre-Pro'ect Volume Vs. Post-Pro'ect Volume Summa Table Storm Event V V ac-ft Total VP Vp — VEX (ac-ft) V VB V� VD VE (ac-ft) (ac-ft) � 2-Year, 24-Hour 0.8008 0.5248 0.7093 0.1221 0.1166 0.0636 1.5364 0.7356 10-Year, 24-Hour 2.3067 0.7237 1.0607 0.1831 0.1755 0.3262 2.4692 0.1625 The 10-year, 24-hour storm duration produces lower flow rates for the post-project condition then in the pre-project. Therefore, basin routing calculations were not performed for the 10- year, 24-hour storm duration. However, outflow calculations were performed for each PLD for the 10-year 24-hour storm duration because the PLDs cannot store the entire volume associated with this storm event. The outflow was determined by finding the corresponding flow rate when the PLD had reached its maximum volume. This flow rate is the outflow when the flows overtop the PLD. See Appendix G for the 10-yeaz 24-hour Outflow Calculations. The difference in volume from pre-project to post project increased for both the 2-year and 10-year storm events. However, the 2-year storm event has a larger increase, and therefore the PLD volumes were sized according to the 2-year increase. Each PLD incorporates a concrete spillway with rip-rap for the larger storm events. These spillways will serve as a conveyance method for overtopping flows to ensure that these flows do not erode the slopes of the PLDs. The PLD basin routing calculations have been included in Appendix G, and the following tables summarize the results: • O:\ 132.05.08\Tentative_Tract_Map�EngineeringU 120408. doc -8- PRELIMINARY HYDROLOGY AND HYDRAULICS STUDY �OR TENTATIVE TRACT MAP 30434 RIVERSIDE COUNTY, CALIFORNIA � Unit A dro ra h Pre-Pro'ect Flow Rates Vs. Post-Pro'ect Routed Flow Rates Summa Table Storm Event QEx QR ft /s Total QR QR — QEX �ft QA �CB �CC �CD �[E �ft �ft 2-Year, 24-Hour 1.317 0:123 0.300 0.055 0.063 0.105 0.646 -0.671 10-Year, 24-Hour 8.584 0.901 0.970 0.837 0.843 1.096 3.551 -5.033 Pre-Pro'ect Volume Vs. Porous Landsca e Detention Desi n Volumes �V = Vp — VE7{ ac-ft Vp ac-ft Total VP 2-Year 10-Year VA VB V� VD VE (ac-ft) 24-Hour 24-Hour 0.7356 0.1625 0.3301 0.7560 0.2858 0.0816 0.0636 1.5171 VIL FINDINGS The hydrology analyses evaluated the pre-project and post-project condition to determine the necessary drainage improvements required to flood protect the site, as well as mitigate the increase in flows and store the increase in volume (if any) associated with the development of Tentative Tract Map 30434. It has been concluded that: • 1. The Tentative Tract No. 30434 will discharge into onsite storm drain facilities which ultimately discharge back into the natural central watercourse. These facilities provide adequate flood protection for the project site. 2. The proposed onsite porous landscape detentions provide adequate volume to treat the onsite runoff for water quality purposes. 3. The proposed onsite porous landscape detentions provide adequate storage volume and outflows to store the increase in volume and to mitigate the increase in flows associated with the development of Tentative Tract Map 30434. VIII. REFERENCES l. Riverside County Flood Control and Water Conservation District Hydrology Manual, April 1978. 2. Los Angeles County Flood Control Design Manual, March 1982 3. "Hydrology and Hydraulics Study for APN 945-080-017", by Medofer Engineering Inc, Apri12007 4. 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'�� .. �'�'. �}��^� � . , " � ."u r.� �� . .. �' -� � . - � +� _ �,� . � r �<< �r = k . • �' � � � '� +"` -'- - '� �;�"°� , �_ . +r�"` � , 5. � �,�, � � .� - � .� � .. ,,,; ��; 'P'w ,:�°� .;.� } � ' �- � ��"" � ' �� .. . � � � . � �F :�_, i� :''r` ;� � _ � Mas .+F s " - „� .. + ' � �` , .�.� '� .�' J�� & cuueWdng, �nc. � TENTATIVE TRACT MAP 30434 VICINITY MAP � aee4o co�rn►s waY M[TRRIETA, CA 9ZS6Z P� 951.304.9552 FAg 9SY30433b8 Drawing Name: 0: \132.05.08\Tentative_Tract_Map\Engineering\Hydrology_Plan\Exhibits\Receiving waters and vicinity map.dwg FIGURE 1 Last Opened: Dec 05, 2008 — 9:28am by jcarver s • APPENDICES • • • APPENDIX B: POST-PROJECT CONDITION ONSITE RATIONAL METHOD HYDROLOGY • • • APPENDIX B .1: RATIONAL METHOD ANALYSIS, AREA "A" � • • 2-YEAR • � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/OB File:AREAAP2.out ------------------------------------------------------------------------ TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 2-YEAR STROM EVENT FILENAME: AREAAP2 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6045 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) • Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 514.000(Ft.) Top (of initial area) elevation = 1220.000(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.04280 s(percent)= 4.26 TC = k(0.450)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.2b4 min. Rainfall intensity = 1.453(In/Hr) for a 2.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.598 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.980 Decimal fraction soil group D= 0.020 RI index for soil(AMC 1) = 49.91 Pervious area fraction = 0.700; Impervious fraction = 0.300 Initial subarea runoff = 0.938(CFS) Total initial stream area = 1.080(Ac.) • Pervious area fraction = 0.700 1 s ++++++++++++++.{.+++++++++++++++++++++++++++++++++++++++++.� +++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1198.000(Ft.) End of street segment elevation = 1129.000(Ft.) Length of street segment = 991.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.). Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.500(CFS) Depth of flow = 0.170(Ft.), Average velocity = 5.687(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.229(Ft.) Flow velocity = 5.69(Ft/s) Travel time = 1.44 min. TC = 11.70 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.530 Decimal fraction soil group A= 0.000 s Decimal fraction soil group B= 0.380 Decimal fraction soil group C= 0.490 Decimal fraction soil group D= 0.130 RI index for soil(AMC 1) = 44.92 Pervious area fraction = 0.750; Impervious fraction = 0.250 Rainfall intensity = 1.351(In/Hr) for a 2.0 year storm Subarea runoff = 1.068(CFS) for 1.490(Ac.) Total runoff = 2.006(CFS) Total area = 2.570(Ac.) Street flow at end of street = 2.006(CFS) Half street flow at end of street = 2.006(CFS) Depth of flow = 0.185(Ft.), Average velocity = 5.978(Ft/s) Flow width (from curb towards crown)= 5.006(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.570(Ac.) Runoff from this stream = 2.006(CFS) Time of concentration = 11.70 min. Rainfall intensity = 1.351(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 867.000(Ft.) • Top (of initial area) elevation = 1223.000(Ft.) Bottom (of initial area) elevation = 1129:000(Ft.) 2 o Difference in elevation = 94.000(Ft.) Slope = 0.10842 s(percent)= 10.84 TC = k(0.459)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.715 min. Rainfall intensity = 1.419(In/Hr) for a 2.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.599 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.600 Decimal fraction soil group D= 0.400 RI index for soil(AMC 1) = 52.69 Pervious area fraction = 0.730; Impervious fraction = 0.270 Initial subarea runoff = 1.904(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.730 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1124.000(Ft.) ' Downstream point/.station elevation = 1123.000(Ft.) Pipe length = 32.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 1.904(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.904(CFS) Normal flow depth in pipe = 5.29(In.) Flow top width inside pipe = 8.86(In.) • Critical Depth = 7.56(In.) Pipe flow velocity = 7.05(Ft/s) Travel time through pipe = 0.08 min. . Time of concentration (TC) = 10.79 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLOENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.240(Ac.) Runoff from this stream = 1.904(CFS) Time of concentration = 10.79 min. Rainfall intensity = 1.413(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.006 11.70 1.351 2 1.904 10.79 1.413 Largest stream flow has longer time of concentration Qp = 2.006 + sum of Qb Ia/Ib 1.904 * 0.956 = 1.821 4P = 3.827 Total of 2 streams to confluence: Flow rates before confluence point: S 2.006 1.904 Area of streams before confluence: 3 S 2.5�� 2.2q0 Results of confluence: Total flow rate = 3.827(CFS) Time of concentration = 11.703 min. Effective stream area after confluence = 4.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1123.000(Ft.) Downstream point/station elevation = 1120.006(Ft.) Pipe length = 980.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 3.827(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 3.827(CFS) Normal flow depth in pipe = 10.66(In.) Flow top width inside pipe = 17.69(In.) Critical Depth = 8.98(In.) Pipe flow velocity = 3.51(Ft/s) Travel time through pipe = 4.65 min. Time of concentration (TC) = 16.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 � Stream flow area = 4.810(Ac.) Runoff from this stream = 3.827(CFS) Time of concentration = 16.35 min. Rainfall intensity = 1.124(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 341.000(Ft.) Top (of initial area) elevation = 1185.500(Ft.) Bottom (of initial area) elevation = 1185.000(Ft.) Difference in elevation =, 0.500(Ft.) Slope = 0.00147 s(percent)= 0.15 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.243 min. Rainfall intensity = 1.059(In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.435 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 0.630 Decimal fraction soil group C= 0.360 Decimal fraction soil group D= 0.010 RI index for soil(AMC 1) = 40.87 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 0.530(CFS) Total initial stream area = 1.150(Ac.) • Pervious area fraction = 0.800 4 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1185.000(Ft.) Downstream point elevation = 1177.400(Ft.) Channel length thru subarea = 207.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.562(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 0.562(CFS) Depth of flow = 0.252(Ft.), Average velocity = 4.428(Ft/s) Channel flow top width = 1.008(Ft.) Flow Velocity = 4.43(Ft/s) Travel time = 0.78 min. Time of concentration = 19.02 min. Sub-Channel No. 1 Critical depth = 0.346(Ft.) ' ' ' Critical flow top width =. 1.383(Ft.) ' ' ' Critical flow velocity= 2.351(Ft/s) ' ' ' Critical flow area = 0.239(Sq.Ft) Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.449 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.040 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.960 RI index for soil(AMC 1) 56.18 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.035(In/Hr) for a 2.0 year storm Subarea runoff = 0.065(CFS) for 0.140(Ac.) Total runoff = 0.595(CFS) Total area = 1.290(Ac.) Depth of flow = 0.257(Ft.), Average velocity = 4.991(Ft/s) Sub-Channel No. 1 Critical depth = 0.354(Ft.) ' ' ' Critical flow top width = 1.414(Ft.) ' ' ' Critical flow velocity= 2.379(Ft/s) ' ' ' Critical flow area = 0.250(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.290(Ac.) Runoff from this stream = 0.595(CFS) Time of concentzation = 19.02 min. Rainfall intensity = 1.035(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 267.000(Ft.) Top (of initial area) elevation = 1200.500(Ft.) 5 Bottom (of initial area) elevation = 1200.000(Ft.) � Difference in elevation = 0.500(Ft.) Slope = 0.00187 s(percent)= 0.19 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.753 min. Rainfall intensity = 1.148(In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.524 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.180 Decimal fraction soil group C= 0.190 Decimal fraction soil group D= 0.630 RI index for soil(AMC 1) = 51.53 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 0.643(CFS) Total initial stream area = 1.070(Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1177.400(Ft.) Channel length thru subarea = 77.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) � Flow(q) thru subarea = 0.643(CFS) Depth of flow = 0.179(Ft.), Average velocity = 9.987(Ft/s) Channel flow top width = 0.718(Ft.) Flow Velocity = 9.99(Ft/s) Travel time = 0.13 min. Time of concentration = 15.88 min. Sub-Channel No. 1 Critical depth = 0.363(Ft.) ' ' ' Critical flow top width = 1.453(Ft.) ' ' ' Critical flow velocity= 2.438(Ft/s) ' ' ' Critical flow area = 0.264(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.070(Ac.) Runoff from this stream = 0.643(CFS) Time of concentration = 15.88 min. Rainfall intensity = 1.143(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.595 19.02 1.035 0 2 0.643 15.88 1.143 ` Largest stream flow has longer or shorter time of concentration 6 Qp = 0.643 + sum of Qa Tb/Ta 0.595 * 0.835 = 0.497 Qp = 1.140 Total of 2 streams to confluence: Flow rates before confluence point: 0.595 0.643 Area of streams before confluence: 1.290 1.070 Results of confluence: Total flow rate = L 140(CFS) Time of concentration = 15.881 min. Effective stream area after confluence = 2.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1177.400(Ft.) Downstream point elevation = 1162.000(Ft.) Channel length thru subarea = 34.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = L 140(CFS) Depth of flow = 0.205(Ft.), Average velocity = 13.558(Ft/s) Channel flow top width = 0.820(Ft.) � Flow Velocity 13.56(Ft/s) Travel time 0.04 min. Time of concentration = 15.92 min. Sub-Channel No. 1 Critical depth = 0.457(Ft.) ' ' ' Critical flow top width = 1.828(Ft.) ' ' ' Critical flow velocity= 2.729(Ft/s) ' ' ' Critical flow area = 0.418(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.517 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.090 Decimal fraction soil group C= 0.180 Decimal fraction soil group D= 0.730 RI index for soil(AMC 1) = 53.76 Pervious area fraction = 0.850; Impervious fraction = 0.150 Time of concentration = 15.92 min. Rainfall intensity = 1.141(In/Hr) for a 2.0 year storm Subarea runoff = 0.259(CFS) for 0.440(Ac.) Total runoff = 1.399(CFS) Total area = 2.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 7 Top of street segment elevation = 1162.000(Ft.) End of street segment elevation = 1124.000(Ft.) Length of street segment = 1025.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.020(CFS) Depth of flow = 0.225(Ft.), Average velocity = 3.524(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.987(Ft.) Flow velocity = 3.52(Ft/s) Travel time = 4.85 min. TC = 20.77 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.635 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.510 Decimal fraction soil group C= 0.100 Decimal fraction soil group D= 0.390 RI index for soil(AMC 1) = 44.70 Pervious area fraction = 0.470; Impervious fraction = 0.530 Rainfall intensity = 0.986(In/Hr) for a 2.0 year storm Subarea runoff = 1.309(CFS) for 2.090(Ac.) Total runoff = 2.708(CFS) Total area = 4.890(Ac.) Street flow at end of street = 2.708(CFS) Half street flow at end of street = 2.708(CFS) Depth of flow = 0.244(Ft.), Average velocity = 3.762(Ft/s) Flow width (from curb towards crown)= 7.967(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.655 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.530 Decimal fraction soil group D= 0.470 RI index for soil(AMC 1) = 53.16 Pervious area fraction = 0.500; Impervious fraction = 0.500 � Time of concentration = 20.77 min. Rainfall intensity = 0.986(In/Hr) for a 2.0 year storm Subarea runoff = 0.233(CFS) for 0.360(Ac.) Total runoff = 2.940(CFS) Total area = 5.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** g � Upstream point/station elevation = 1120.500(Ft.) Downstream point/station elevation = 1120.000(Ft.) Pipe length 53.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 2.940(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.940(CFS) Normal flow depth in pipe = 8.50(In.) Flow top width inside pipe = 10.91(In.) Critical Depth = 8.82(In.) Pipe flow velocity = 4.95(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 20.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.250(Ac.) Runoff from this stream = 2.940(CFS) Time of concentration = 20.95 min. Rainfall intensity = 0.981(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.827 16.35 1.124 � 2 2.940 20.95 0.981 Largest stream flow has longer or shorter time of concentration Qp = 3.827 + sum of Qa Tb/Ta 2.940 * 0.781 = 2.295 4p = 6.123 Total of 2 main streams to confluence: Flow rates before confluence point: 3.827 2.940 Area of streams before confluence: 4.810 5.250 Results of confluence: Total flow rate = 6.123(CFS) Time of concentration = 16.354 min. Effective stream area after confluence = 10.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.475 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 1.000 RI index for soil(AMC 1) 57.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 9 � Time of concentration = 16.35 min. Rainfall intensity = 1.124(In/Hr) for a 2.0 year Subarea runoff = 0.059(CFS) for 0.110(Ac.) Total runoff = 6.182(CFS) Total area = 10.170(Ac.) End of computations, total study area = 10.17 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.695 Area averaged RI index number = 67.7 10 • � lO-YEAR • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/08 File:AREAAP10.out TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 10-YEAR STROM EVENT FILENAME: AREAAP100 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Nu.mber 6045 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.817(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 514.000(Ft.) Top (of initial area) elevation = 1220.000(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.04280 s(percent)= 4.28 TC = k(0.450)*[(length change)]^0.2 Initial area time of concentration = 10.264 min. Rainfall intensity = 2.159(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.764 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.980 Decimal fraction soil group D= 0.020 RI index for soil(AMC 2) = 69.09 Pervious area fraction = 0.700; Impervious fraction = 0.300 Initial subarea runoff = 1.780(CFS) Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.700 l � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1198.000(Ft.) End of street segment elevation = 1129.000(Ft.) Length of street segment = 491.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.905(CFS) Depth of flow = 0.206(Ft.), Average velocity = 6.432(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.055(Ft.) Flow velocity = 6.43(Ft/s) Travel time = 1.27 min. TC = 11.54 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.723 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.380 Decimal fraction soil group C= 0.490 Decimal fraction soil group D= 0.130 RI index for soil(AMC 2) = 64.92 Pervious area fraction = 0.750; Impervious fraction = 0.250 Rainfall intensity = 2.024(In/Hr) for a 10.0 year storm Subarea runoff =, 2.180(CFS) for 1.490(Ac.) Total runoff = 3.961(CFS) Total area = 2.570(Ac.) Street flow at end of street = 3.961(CFS) Half street flow at end of street = 3.961(CFS) Depth of flow = 0.225(Ft.), Average velocity = 6.872(Ft/s) Flow width (from curb towards crown)= 7.009(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.570(Ac.) Runoff from this stream = 3.961(CFS) Time of concentration = 11.54 min. Rainfall intensity = 2.024(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 867.000(Ft.) � Top (of initial area) elevation = 1223.000(Ft.) Bottom (of initial area) elevation = 1129.000(Ft.) 2 Difference in elevation = 94.000(Ft.) � Slope = 0.10842 s(percent)= 10.84 TC = k(0.459)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.715 min. Rainfall intensity = 2.108(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.600 Decimal fraction soil group D= 0.400 RI index for soil(AMC 2) = 71.41 Pervious area fraction = 0.730; Impervious fraction = 0.270 Initial subarea runoff = 3.623(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.730 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1124.000(Ft.) Downstream point/station elevation = 1123.000(Ft.) Pipe length = 32.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 3.623(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.623(CFS) Normal flow depth in pipe = 6.53(In.) Flow top width inside pipe = 11.95(In.) Critical Depth = 9.74(In.) • Pipe flow velocity = 8.30(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.78 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.290(Ac.) Runoff from this stream = 3.623(CFS) Time of concentration = 10.78 min. Rainfall intensity = 2.101(In/Hr) Sununary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.961 11.54 2.024 2 3.623 10.78 2.101 Largest stream flow has longer time of concentration Qp = 3.961 + sum of Qb Ia/Ib 3.623 * 0.963 = 3.491 4p = 7.451 Total of 2 streams to confluence: Flow rates before confluence point: • 3.961 3.623 Area of streams before confluence: 3 � 2.570 2.240 Results of confluence: Total flow rate = 7.451(CFS) Time of concentration = 11.536 min. Effective stream area after confluence = 4.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1123.000(Ft.) Downstream point/station elevation = 1120.000(Ft.) Pipe length = 980.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 7.451(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 7.451(CFS) Normal flow depth in pipe = 14.88(In.) Flow top width inside pipe = 19.08(In.) Critical Depth = 12.12(In.) Pipe flow velocity = 4.09(Ft/s) Travel time through pipe = 3.99 min. Time of concentration (TC) = 15.53 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS.**** The following data inside Main Stream is listed: � In Main Stream number: 1 Stream flow area = 4.810(Ac.) Runoff from this stream = 7.451(CFS) Time of concentration = 15.53 min. Rainfall intensity = 1.719(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 341.000(Ft.) Top (of initial area) elevation = 1185.500(Ft.) Bottom (of initial area) elevation = 1185.000(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.00147 s(percent)= 0.15 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.243 min. Rainfall intensity = 1.573(In/Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.646 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.630 Decimal fraction soil group C= 0.360 Decimal fraction soil group D= 0.010 RI index for soil(AMC 2) = 60.87 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 1.169(CFS) Total initial stream area = 1.150(Ac.) � Pervious area fraction = 0.800 4 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1185.000(Ft.) Downstream point elevation = 1177.400(Ft.) Channel length thru subarea = 207.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.240(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 1.240(CFS) Depth of flow = 0.339(Ft.), Average velocity = 5.397(Ft/s) Channel flow top width = 1.356(Ft.) Flow Velocity = 5.40(Ft/s) Travel time = 0.64 min. Time of concentration = 18.88 min. Sub-Channel No. 1 Critical depth = 0.473(Ft.) ' ' ' Critical flow top width = 1.891(Ft.) ' ' ' Critical flow velocity= 2.776(Ft/s) ' ' ' Critical flow area = 0.447(Sq.Ft) Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.693 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.040 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 0.960 RI index for soil(AMC 2) 74.32 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 1.544(In/Hr) for a 10.0 year storm Subarea runoff = 0.150(CFS) for 0.140(Ac.) Total runoff = 1.319(CFS) Total area = 1.290(Ac.) Depth of flow = 0.347(Ft.), Average velocity = 5.480(Ft/s) Sub-Channel No. 1 Critical depth = 0.484(Ft.) ' ' ' Critical flow top width = 1.938(Ft.) ' ' ' Critical flow velocity= 2.811(Ft/s) ' ' ' Critical flow area = 0.469(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.290(Ac.) Runoff from this stream = 1.319(CFS) � Time of concentration = 18.88 min. Rainfall intensity = 1.544(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 - **** INITIAL AREA EVALUATION **** � Initial area flow distance = 267.000(Ft.) Top (of initial area) elevation = 1200.500(Ft.) 5 Bottom (of initial area) elevation = 1200.000(Ft.) • Difference in elevation = 0.500(Ft.) Slope = 0.00187 s(percent)= 0.19 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.753 min. Rainfall intensity = 1.706(In/Hr) for a 10.0 year storm SINGLE FAMILY (l Acre Lot) Runoff Coefficient = 0.722 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.180 Decimal fraction soil group C= 0.190 Decimal fraction soil group D= 0.630 RI index for soil(AMC 2) = 70.44 Pervious area fraction = 0.800; Impervious fraction = 0.200 , Initial subarea runoff = 1.318(CFS) Total initial stream area = 1.070(Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1177.900(Ft.) Channel length thru subarea = 77.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' =.0.015 Maximum depth of channel = 0.750(Ft.) � Flow(q) thru subarea = 1.318(CFS) Depth of flow = 0.235(Ft.), Average velocity = 11.947(Ft/s) Channel flow top width = 0.939(Ft.) Flow Velocity = 11.95(Ft/s) Travel time = 0.11 min. Time of concentration = 15.86 min. Sub-Channel No. 1 Critical depth = 0.484(Ft.) ' ' ' Critical flow top width = 1.938(Ft.) ' ' ' Critical flow velocity= 2.809(Ft/s) ' ' ' Critical flow area = 0.469(Sq.Ft) +++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.070(Ac.) Runoff from this stream = 1.318(CFS) Time of concentration = 15.86 min. Rainfall intensity = 1.699(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.319 18.88 1.544 • 2 1.316 15.86 1.699 Largest stream flow has longer time of concentration 6 Qp = 1.319 + sum of • Qb Ia/Ib 1.318 * 0.909 = 1.197 Qp = 2.516 Total of 2 streams to confluence: Flow rates before confluence point: 1.319 1.318 Area of streams before confluence: 1.290 1.070 Results of confluence: Total flow rate = 2.516(CFS) Time of concentration = 18.882 min. Effective stream area after confluence = 2.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1177.400(Ft.) Downstream point elevation = 1162.000(Ft.) Channel length thru subarea = 34.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 2.516(CFS) Depth of flow,= 0.276(Ft.), Average velocity = 16.525(Ft/s) Channel flow top width = 1.104(Ft.) � Flow Velocity 16.53(Ft/s) Travel time 0.03 min. Time of concentration = 18.92 min. Sub-Channel No. 1 Critical depth = 0.629(Ft.) ' ' ' Critical flow top width = 2.516(Ft.) ' ' ' Critical flow velocity= 3.181(Ft/s) ' ' ' Critical flow area = 0.791(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.710 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.090 Decimal fraction soil group C= 0.180 Decimal fraction soil group D= 0.730 RI index for soil(AMC 2) = 72.30 Pervious area fraction = 0.850; Impervious fraction = 0.150 Time of concentration = 18.92 min. Rainfall intensity = 1.542(In/Hr) for a 10.0 year storm Subarea runoff = 0.482(CFS) for 0.440(Ac.) Total runoff = 2.998(CFS) Total area = 2.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ • Process from Point/Station 111.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 7 � Top of street segment elevation = 1162.000(Ft.) End of street segment elevation = 1124.000(Ft.) Length of street segment = 1025.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 39.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.117(CFS) Depth of flow = 0.276(Ft.), Average velocity = 4.144(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.531(Ft.) Flow velocity = 4.14(Ft/s) Travel time = 4.12 min. TC = 23.04 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.754 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.510 Decimal fraction soil group C= 0.100 Decimal fraction soil group D=.0.390 � RI index for soil(AMC 2) = 64.70 Pervious area fraction = 0.470; Impervious fraction = 0.530 Rainfall intensity = 1.384(In/Hr) for a 10.0 year storm Subarea runoff = 2.181(CFS) for 2.090(Ac.) Total runoff = 5.179(CFS) Total area = 4.890(Ac.) Street flow at end of street = 5.179(CFS) Half street flow at end of street = 5.179(CFS) Depth of flow = 0.295(Ft.), Average velocity = 4.374(Ft/s) Flow width (from curb towards crown)= 10.484(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** SUBAREA FLOW.ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.776 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.530 Decimal fraction soil group D= 0.470 RI index for soil(AMC 2) = 71.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 23.04 min. Rainfall intensity = 1.384(In/Hr) for a 10.0 year storm Subarea runoff = 0.387(CFS) for 0.360(Ac.) Total runoff = 5.566(CFS) Total area = 5.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 112.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** g Upstream point/station elevation = 1120.500(Ft.) � Downstream point/station elevation = 1120.000(Ft.) Pipe length 53.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 5.566(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 5.566(CFS) Normal flow depth in pipe = 10.99(In.) Flow top width inside pipe = 13.27(In.) Critical Depth = 11.97(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 23.19 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.250(Ac.) Runoff from this stream = 5.566(CFS) Time of concentration = 23.19 min. Rainfall intensity = 1.379(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 7.451 15.53 1.719 � 2 5.566 23.19 1.379 Largest stream flow has longer or shorter time of concentration Qp = 7.451 + sum of Qa Tb/Ta 5.566 * 0.670 = 3.726 Qp = 11.178 Total of 2 main streams to confluence: Flow rates before confluence point: 7.451 5.566 Area of streams before confluence: 4.810 5.250 Results of confluence: Total flow rate = 11.178(CFS) Time of concentration = 15.528 min. Effective stream area after confluence = 10.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.715 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 1.000 • RI index for soil(AMC 2) = 75.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 9 Time of concentration = 15.53 min. • Rainfall intensity = 1.719(In/Hr) for a 10.0 year storm Subarea runoff = 0.135(CFS) for 0.110(Ac.) Total runoff = 11.313(CFS) Total area = 10.170(Ac.) End of computations, total study area = 10.17 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.695 Area averaged RI index number = 67.7 • � 1� • • lOO-YEAR � � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/17/08 File:AREAAPl00.out ------------------------------------------------------------------------ TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 100-YEAR STROM EVENT FILENAME: AREAAP100 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 ------------------------------------------------------------------------ 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 2 year, 1 hour prec'ipitation = 0.550(In.) • 100 year, 1 hour precipitation = 1.200(In.) O Storm event year = 100.0 Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 514.000(Ft.) Top (of initial area) elevation = 1220.000(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 22.000(Ft.) Slope = 0.04280 s(percent)= 4.26 TC = k(0.450)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.264 min. Rainfall intensity = 3.169(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.800 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0:980 Decimal fraction soil group D= 0.020 RI index for soil(AMC 2) = 69.09 Pervious area fraction = 0.700; Impervious fraction = 0.300 Initial subarea runoff = 2.739(CFS) � Total initial stream area = 1.080(Ac.) Pervious area fraction = 0.700 1 � ++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1198.000(Ft.) End of street segment elevation = 1129.000(Ft.) Length of street segment = 491.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.495(CFS) Depth of flow = 0.233(Ft.),• Average velocity = 7.067(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.423(Ft.) Flow velocity = 7.07(Ft/s) Travel time = 1.16 min. TC = 11.42 min. Adding.area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.769 Decimal fraction soil group A= 0.000 � Decimal fraction soil group B= 0.380 Decimal fraction soil group C= 0.490 Decimal fraction soil group D= 0.130 RI index for soil(AMC 2) = 64.92 Pervious area fraction = 0.750; Impervious fraction = 0.250 Rainfall intensity = 2.988(In/Hr) for a 100.0 year storm Subarea runoff = 3.423(CFS) for 1.490(Ac.) Total runoff = 6.162(CFS) Total area = 2.570(Ac.) Street flow at end of street = 6.162(CFS) Half street flow at end of street = 6.162(CFS) Depth of flow = 0.256(Ft.), Average velocity = 7.590(Ft/s) Flow width (from curb towards crown)= 8.526(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.570(Ac.) Runoff from this stream = 6.162(CFS) Time of concentration = 11.42 min. � Rainfall intensity = 2.988(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 103.000 to Point/Station 104.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 867.000(Ft.) Top (of initial area) elevation = 1223.000(Ft.) Bottom (of initial area) elevation = 1129.000(Ft.) 2 Difference in elevation = 94.000(Ft.) . Slope = 0.10842 s(percent)= 10.84 TC = k(0.459)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.715 min. Rainfall intensity = 3.095(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.803 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.600 Decimal fraction soil group D= 0.400 RI index for soil(AMC 2) = 71.41 Pervious area fraction = 0.730; Impervious fraction = 0.270 Initial subarea runoff = 5.570(CFS) Total initial stream area = 2.240(Ac.) Pervious area fraction = 0.730 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1124.000(Ft.) Downstream point/station elevation = 1123.000(Ft.) Pipe length = 32.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 5.570(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.570(CFS) Normal flow depth in pipe = 8.77(In.) Flow top width inside pipe = 10.65(In.) Critical Depth = 11.30(In.) �� Pipe flow velocity = 9.05(Ft/s) e Travel time through pipe = 0.06 min. Time of concentration (TC) = 10.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.240(Ac.) Runoff from this stream = 5.570(CFS) Time of concentration = 10.77 min. Rainfall intensity = 3.086(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.162 11.42 2.988 2 5.570 10.77 3.086 Largest stream flow has longer time of concentration Qp = 6.162 + sum of Qb Ia/Ib 5.570 * 0.968 = 5.399 Qp = 11.556 Total of 2 streams to confluence: Flow rates before confluence point: � 6.162 5.570 Area of streams before confluence: 3 � 2.570 2.240 Results of confluence: Total flow rate = 11.556(CFS) Time of concentration = ll.422 min. Effective stream area after confluence = 4.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 113.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ****. Upstream point/station elevation = 1123.000(Ft.) Downstream point/station elevation = 1120.000(Ft.) Pipe length = 980.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 11.556(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 11.556(CFS) Normal flow depth in pipe = 18.19(In.) Flow top width inside pipe = 20.56(In.) Critical Depth = 19.64(In.) Pipe flow velocity = 4.52(Ft/s) Travel time through pipe = 3.61 min. Time of concentration (TC) = 15.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 � Stream flow area = 4.810(Ac.) Runoff from this stream = 11.556(CFS) Time of concentration = 15.03 min. Rainfall intensity = 2.569(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 107.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 341.000(Ft.) Top (of initial area) elevation = 1185.500(Ft.) Bottom (of initial area) elevation = 1185.000(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.0014� s(percent)= 0.15 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 18.243 min. Rainfall intensity = 2.310(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.705 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.630 Decimal fraction soil group C= 0.360 Decimal fraction soil group D= 0.010 RI index for soil(AMC 2) = 60.87 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 1.873(CFS) Total initial stream area = 1.150(Ac.) Pervious area fraction = 0.800 � 4. • ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1185.000(Ft.) Downstream point elevation = 1177.400(Ft.) Channel length thru subarea = 207.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 1.987(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 1.987(CFS) Depth of flow = 0.405(Ft.), Average velocity = 6.072(Ft/s) Channel flow top width = 1.618(Ft.) F1ow Velocity = 6.07(Ft/s) Travel time = 0.57 min. Time of concentration = 18.81 min. Sub-Channel No. 1 Critical depth = 0.570(Ft.) ' ' ' Critical flow top width = 2.281(Ft.) ' ' ' Critical flow velocity= 3.054(Ft/s) ' ' ' Critical flow area = 0.651(Sq.Ft) Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.748 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.040 � Decimal.fraction soil C = 0.000 Decimal fraction soil group D= 0.960 RI index for soil(AMC 2) 74.32 Pervious area fraction = 1.000; Impervious fraction = 0.000 Rainfall intensity = 2.271(In/Hr) for a 100.0 year storm Subarea runoff = 0.238(CFS) for 0.140(Ac.) Total runoff = 2.111(CFS) Total area.= 1.290(Ac.) Depth of flow = 0.414(Ft.), Average velocity = 6.164(Ft/s) Sub-Channel No. 1 Critical depth = 0.586(Ft.) ' ' ' Critical flow top width = 2.344(Ft.) ' ' ' Critical flow velocity= 3.074(Ft/s) ' ' ' Critical flow area = 0.687(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 107.000 to Point/Station 110.000 **** CONFLDENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 1.290(Ac.) Runoff from this stream = 2.111(CFS) Time of concentration = 18.81 min. � Rainfall intensity = 2.271(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 108.000 to Point/Station 109.000 **** INITIAL AREA EVALUATION **** • Initial area flow distance = 267.000(Ft.) Top (of initial area) elevation = 1200.500(Ft.) 5 • Bottom (of initial area) elevation = 1200.000(Ft.) Difference in elevation = 0.500(Ft.) Slope = 0.00187 s(percent)= 0.19 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 15.753 min. Rainfall intensity = 2.504(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.768 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.180 Decimal fraction soil group C= 0.190 Decimal fraction soil group D= 0.630 RI index for soil(AMC 2) = 70.44 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 2.059(CFS) Total initial stream area = 1.070(Ac.) Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109.000 to Point/Station 110.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1200.000(Ft.) Downstream point elevation = 1177.400(Ft.) Channel length thru subarea = 77.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) • Flow(q) thru subarea = 2.059(CFS) Depth of flow = 0.278(Ft.), Average velocity = 13.357(Ft/s) Channel flow top width = 1.110(Ft.) Flow Velocity = 13.36(Ft/s) Travel time = 0.10 min. Time of concentration = 15.85 min. Sub-Channel No. 1 Critical depth = 0.578(Ft.) ' ' ' Critical flow top width = 2.313(Ft.) ' ' ' Critical flow velocity= 3.080(Ft/s) ' ' ' Critical flow area = 0.668(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 109:000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.070(Ac.) Runoff from this stream = 2.059(CFS) Time of concentration = 15.85 min. � Rainfall intensity = 2.496(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.111 18.81 2.271 • 2 2.059 15.85 2.496 Largest str.eam flow has longer time of concentration 6 • Qp = 2.111 + sum of Qb Ia/Ib 2.059 * 0.910 = 1.874 Qp = 3.985 Total of 2 streams to confluence: Flow rates before confluence point: 2.111 2.059 Area of streams before confluence: 1.290 1.070 Results of confluence: Total flow rate = 3.985(CFS) Time of concentration = 18.811 min. Effective stream area after confluence = 2.360(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1177.400(Ft.) Downstream point elevation = 1162.000(Ft.) Channel length thru subarea = 34.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 3.985(CFS) Depth of flow = 0.328(Ft.), Average velocity = 18.538(Ft/s) � Channel flow top width = 1.311(Ft.) Flow Velocity = 18.54(Ft/s) Travel time 0.03 min. Time of concentration = 18.84 min. Sub-Channel No. 1 Critical depth = 0.754(Ft.) ' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 3.505(Ft/s) ' ' ' Critical flow area = 1.137(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 111.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data.for subarea Runoff Coefficient = 0.759 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.090 Decimal fraction soil group C= 0.180 Decimal fraction soil group D= 0.730 RI index for soil(AMC 2) = 72.30 Pervious area fraction = 0.850; Impervious fraction = 0.150 Time of concentration = 18.84 min. Rainfall intensity = 2.269(In/Hr) for a 100.0 year storm Subarea runoff = 0.758(CFS) for 0.440(Ac.) Total runoff = 4.743(CFS) Total area = 2.800(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 111.000 to Point/Station 112.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** 7 � Top of street segment elevation = 1162.000(Ft.) End of street segment elevation = 1124.000(Ft.) Length of street segment = 1025.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 34.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from break to crown = 0.0150, Estimated mean flow rate at midpoint of street = 6.476(CFS) Depth of flow = 0.315(Ft.), Average velocity = 4.613(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.484(Ft.) Flow velocity = 4.61(Ft/s) Travel time = 3.70 min. TC = 22.55 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.789 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.510 Decimal fraction soil group C= 0.100 Decimal fraction soil group D= 0.390 RI index for soil(AMC 2) = 64.70 � Pervious area fraction = 0.470; Impervious fraction = 0.530 Rainfall intensity = 2.056(In/Hr) for a 100.0 year storm Subarea runoff = 3.392(CFS) for 2.090(Ac.) Total runoff = 8.135(CFS) Total area = 4.890(Ac.) Street flow at end of street = 8.135(CFS) Half street flow at end of street = 8.135(CFS) Depth of flow = 0.337(Ft.), Average velocity = 4.873(Ft/s) Flow width (from curb towards crown)= 12.588(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 111.000 to Point/Station 112.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.809 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.530 Decimal fraction soil group D= 0.470 RI index for soil(AMC 2) = 71.80 Pervious area fraction = 0.500; Impervious fraction = 0.500 Time of concentration = 22.55 min. Rainfall intensity = 2.056(In/Hr) for a 100.0 year storm Subarea runoff = 0.598(CFS) for 0.360(Ac.) Total runoff = 8.733(CFS) Total area = 5.250(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 • **** PIPEFLOW TRAVEL TIME (Program estimated size) **** g � Upstream point/station elevation = 1120.500(Ft.) Downstream point/station elevation = 1120.000(Ft.) Pipe length 53.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 8.733(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.733(CFS) Normal flow depth in pipe = 12.82(In.) Flow top width inside pipe = 16.30(In.) Critical Depth = 13.72(In.) Pipe flow velocity = 6.49(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 22.68 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.250(Ac.) Runoff from this stream = 8.733(CFS) Time of concentration = 22.68 min. Rainfall intensity = 2.049(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 11.556 15.03 2.569 2 8.733 22.68 2.049 Largest stream flow has longer or shorter time of concentration Qp = 11.556 + sum of Qa Tb/Ta 8.733 * 0.663 = 5.789 Qp = 17.344 Total of 2 main streams to confluence: Flow rates before confluence point: 11.556 8.733 Area of streams before confluence: 4.810 5.250 Results of confluence: Total flow rate = 17.344(CFS) Time of concentration = 15.034 min. Effective stream area after confluence = 10.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 112.000 to Point/Station 113.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 1.000 RI index for soil(AMC 2) 75.00 Pervious area fraction = 1.000; Impervious fraction = 0.000 9 Time of concentration = 15.03 min. � Rainfall intensity = 2.569(In/Hr) for a 100.0 year storm Subarea runoff = 0.217(CFS) for 0.110(AC.) Total runoff = 17.561(CFS) Total area = 10.170(Ac.) End of computations, total study area = 10.17 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.695 Area averaged RI index number = 67.7 S • 10 � � APPENDIX B .2: RATIONAL METHOD ANALYSIS� AREA "B" � � • 2-YEAR • � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/08 File:AREABP2.out ---------------- TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 2-YEAR STORM EVENT FILENAME: AREABP2 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) � Storm event year = 2.0 Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 557.000(Ft.) Top (of initial area) elevation = 1255.000(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 57.000(Ft.) Slope = 0.10233 s(percent)= 10.23 TC = k(0.453)*[(length^3)/(elevation change))^0.2 Initial area time of concentration = 8.963 min. Rainfall intensity = 1.565(In/Hr) for a 2.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.640 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.070 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.930 RI index for soil(AMC 1) _.55.33 Pervious area fraction = 0.710; Impervious fraction = 0.290 Initial subarea runoff = 3.183(CFS) � Total initial stream area = 3.180(Ac.) Pervious area fraction = 0.710 1 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1198.000(Ft.) End of natural channel elevation = 1166.000(Ft.) Length of natural channel = 323.000(Ft.) Estimated mean flow rate at midpoint of channel = 4.649(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 6.53(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0991 Corrected/adjusted channel slope = 0.0991 Travel time = 0.82 min. TC = 9.79 min. Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.646 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.030 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.970 RI index for soil(AMC 1) = 68.24 � Pervious area fraction = 0.960; Impervious fraction = 0.040 Rainfall intensity = 1.491(In/Hr) for a 2.0 year storm Subarea runoff = 2.822(CFS) for 2.930(Ac.) Total runoff = 6.005(CFS) Total area = 6.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** CONFLOENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.110(Ac.) Runoff from this stream = 6.005(CFS) Time of concentration = 9.79 min. Rainfall intensity = 1.491(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 523.000(Ft.) Top (of initial area) elevation = 1250.000(Ft.) • Bottom (of initial area) elevation = 1166.000(Ft.) Difference in elevation = 84.000(Ft.) Slope = 0.16061 s(percent)= 16.06 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.344 min. Rainfall intensity = 1.530(In/Hr) for a 2.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.652 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.390 2 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.610 RI index for soil(AMC 1) 69.59 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 3.140(CFS) Total initial stream area = 3.150(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.150(Ac.) Runoff from this stream = 3.140(CFS) Time of concentration = 9.34 min. Rainfall intensity = 1.530(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.005 9.79 1.491 2 3.140 9.34 1.530 Largest stream flow has longer time of concentration Qp = 6.005 + sum of Qb Ia/Ib 3.140 * 0.975 = 3.061 � Qp = 9.067 Total of 2 streams to confluence: Flow rates before confluence point: 6.005 3.140 Area of streams before confluence: 6.110 3.150 Results of confluence: Total flow rate = 9.067(CFS) Time of concentration = 9.787 min. Effective stream area after confluence = 9.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 206.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1166.000(Ft.) Downstream point elevation = 1154.000(Ft.) Channel length thru subarea = 391.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2:000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 9.530(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 9.530(CFS) Depth of flow = 0.752(Ft.), Average velocity = 8.415(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 3.000(Ft.) � Flow Velocity 8.42(Ft/s) Travel time 0.77 min. Time of concentration = 10.56 min. 3 • Sub-Channel No. 1 Critical depth = 1.055(Ft.) ' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 4.674(Ft/s) ' ' ' Critical flow area = 2.039(Sq.Ft) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.480 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.610 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.390 RI index for soil(AMC 1) = 43.38 Pervious area fraction = 0.850; Impervious fraction = 0.150 Rainfall intensity = 1.430(In/Hr) for a 2.0 year storm Subarea runoff = 0.837(CFS) for 1.220(Ac.) Total runoff = 9.904(CFS) Total area = 10.480(Ac.) Depth of flow = 0.761(Ft.), Average velocity = 8.546(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Sub-Channel No. 1 Critical depth = 1.070(Ft.) ' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 4.748(Ft/s) ' ' ' Critical flow area = 2.086(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 204.000 to Point/Station 206.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.480(Ac.) Runoff from this stream = 9.904(CFS) Time of concentration = 10.56 min. Rainfall intensity = 1.430(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 734.000(Ft.) Top (of initial area) elevation = 1215.000(Ft.) Bottom (of initial area) elevation = 1154.000(Ft.) Difference in elevation = 61.000(Ft.) - Slope = 0.08311 s(percent)= 8.31 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.056 min. Rainfall intensity = 1.394(In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.480 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.760 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.240 RI index for soil(AMC 1) = 40.56 • Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 1.425(CFS) Total initial stream area = 2.130(Ac.) 4 � Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.130(Ac.) Runoff from this stream = 1.425(CFS) Time of concentration = 11.06 min. Rainfall intensity = 1.394(In/Hr) Sununary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.904 10.56 1.430 2 1.425 11.06 1.394 Largest stream flow has longer or shorter time of concentration Qp = 9.904 + sum of Qa Tb/Ta 1.425 * 0.955 = 1.361 Qp = 11.265 Total of 2 streams to confluence: Flow rates before confluence point: 9.904 1.425 Area of streams before confluence: • 10.480 2.130 Results of confluence: Total flow rate = 11.265(CFS) Time of concentration = 10.562 min. Effective stream area after confluence = 12.610(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1159.000(Ft.) End of street segment elevation = 1142.000(Ft.) Length of street segment = 336.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Es•timated mean flow rate at midpoint of street = 12.691(CFS) Depth of flow = 0.378(Ft.), Average velocity = 5.857(Ft/s) Note: depth of flow exceeds top of street crown. • Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.000(Ft.) Flow velocity 5.86(Ft/s) 5 Travel time = 0.96 min. TC = 11.52 min. � Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.466 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.720 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.280 RI index for soil(AMC 1) = 41.31 Pervious area fraction = 0.830; Impervious fraction = 0.170 Rainfall intensity = 1.363(In/Hr) for a 2.0 year storm Subarea runoff = 2.780(CFS) for 4.380(Ac.) Total runoff = 14.046(CFS) Total area = 16.990(Ac.) Street flow at end of street = 14.046(CFS) Half street flow at end of street = 14.046(CFS) Depth of flow = 0.390(Ft.), Average velocity = 6.097(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION.**** Top of street segment elevation = 1142.000(Ft.) End of street segment elevation = 1128.000(Ft.) Length of street segment = 266.000(F-t.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 � Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1) side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 14.970(CFS) Depth of flow = 0.375(Ft.), Average velocity = 7.029(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.000(Ft.) Flow velocity = 7.03(Ft/s) Travel time = 0.63 min. TC = 12.15 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.508 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.430 Decimal fraction soil group C= 0.000 � Decimal fraction soil group D= 0.570 RI index for soil(AMC 1) = 47.12 Pervious area fraction = 0.820; Impervious fraction = 0.180 Rainfall intensity = 1.324(In/Hr) for a 2.0 year storm Subarea runoff = 1.797(CFS) for 2.670(Ac.) Total runoff = 15.843(CFS) Total area = 19.660(Ac.) Street flow at end of street = 15.843(CFS) Half street flow at end of street = 15.843(CFS) � Depth of flow = 0.382(Ft.), Average velocity = 7.189(Ft/s) Note: depth of flow exceeds top of street crown. 6 • Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.660(Ac.) Runoff from this stream = 15.843(CFS) Time of concentration = 12.15 min. Rainfall intensity = 1.324(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 669.000(Ft.) Top (of initial area) elevation = 1160.000(Ft.) Bottom (of initial area) elevation = 1150.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01495 s(percent)= 1.49 TC = k(0.462)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.451 min. Rainfall intensity = 1.203(In/Hr) for a 2.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.584 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.080 • Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.920 RI index for soil(AMC 1) 55.08 Pervious area fraction = 0.740; Impervious fraction = 0.260 Initial subarea runoff = 0.667(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.740 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1150.000(Ft.) End of street segment elevation = 1128.000(Ft.) Length of street segment = 410.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.724(CFS) Depth of flow = 0.157(Ft.), Average velocity = 3.398(Ft/s) � Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.577(Ft.) 7 Flow velocity = 3.40(Ft/s) � Travel time = 2.01 min. TC = 16.46 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.856 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.090 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.910 RI index for soil(AMC 1) = 54.95 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.120(In/Hr) for a 2.0 year storm Subarea runoff = 0.153(CFS) for 0.160(Ac.) Total runoff = 0.821(CFS) Total area = 1.110(Ac.) Street flow at end of street = 0.821(CFS) Half street flow at end of street = 0.821(CFS) Depth of flow = 0.163(Ft.), Average velocity = 3.452(Ft/s) Flow width (from curb towards crown)= 3.909(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1123.000(Ft.) Downstream point/station elevation = 1122.500(Ft.) Pipe length = 40.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 0.821(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.821(CFS) Normal flow depth in pipe = 4.20(In.) � Flow top width inside pipe =. 8.98(In.) Critical Depth = 4.96(In..) Pipe flow velocity = 4.06(Ft/sj Travel time through pipe = 0.16.min. Time of concentration (TC) = 16.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 0.821(CFS) Time of concentration = 16.63 min. Rainfall intensity = 1.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 15.843 12.15 1.324 2 0.821 16.63 1.114 Largest stream flow has longer or shorter time of concentration Qp = 15.843 + sum of Qa Tb/Ta 0.821 * 0.731 = 0.600 Qp = 16.443 � Total of 2 streams to confluence: Flow rates before confluence point: g 15.843 0.821 � Area of streams before confluence: 19.660 1.110 Results of confluence: Total flow rate = 16.443(CFS) Time of concentration = 12.149 min. Effective stream area after confluence = 20.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1122.500(Ft.) Downstream point/station elevation = 1120.000(Ft.) Pipe length = 176.00(Ft.) Manning''s N= 0.013 No. of pipes = 1 Required pipe flow = 16.443(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 16.443(CFS) Normal flow depth in pipe = 15.16(In.) Flow top width inside pipe = 18.81(In.) Critical Depth = 17.90(In.) Pipe flow velocity = 8.85(Ft/s) Travel time through pipe = 0.33 min. Time of concentration (TC) = 12.48 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.557 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.060 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.940 RI index for soil(AMC 1) = 55.68 Pervious area fraction = 0.850; Impervious fraction = 0.150 Time of concentration = 12.48 min. Rainfall intensity = 1.304(In/Hr) for a 2.0 year storm Subarea runoff = 0.138(CFS) for 0.190(Ac.) Total runoff = 16.581(CFS) Total area = 20.960(Ac.) End of computations, total study area = 20.96 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.843 Area averaged RI index number = 71.3 � 9 � � lO-YEAR � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/08 File:AREABP10.out ------------------------------------------------------------------------ TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT FILENAME: AREABP100 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6045 ------------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) � Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.817(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 557.000(Ft.) Top (of initial area) elevation = 1255.000(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 57.000(Ft.) Slope = 0.10233 s(percent)= 10.23 TC = k(0.453)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.963 min. Rainfall intensity = 2.326(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.791 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.070 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.930 RI index for soil(AMC 2) = 73.61 Pervious area fraction = 0.710; Impervious fraction = 0.290 Initial subarea runoff = 5.851(CFS) � Total initial stream area = 3.180(Ac.) Pervious area fraction = 0.710 1 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** � Top of natural channel elevation = 1198.000(Ft.) End of natural channel elevation = 1166.000(Ft.) Length of natural channel = 323.000(Ft.) . Estimated mean flow rate at midpoint of channel = 8.546(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 7.56(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0991 Corrected/adjusted channel slope = 0.0991 Travel time = 0.71 min. TC = 9.67 min. Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.810 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.030 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.970 " RI index for soil(AMC 2) = 83.74 Pervious area fraction = 0.960; Impervious fraction = 0.040 � Rainfall intensity = 2.230(In/Hr) for a 10.0 year storm Subarea runoff = 5.294(CFS) for 2.930(Ac.) Total runoff = 11.145(CFS) Total area = 6.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station. 202.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.110(Ac.) Runoff from this stream = 11.145(CFS) Time of concentration = 9.67 min. Rainfall intensity = 2.230(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 523.000(Ft.) Top (of initial area) elevation = 1250.000(Ft.) Bottom (of initial area) elevation = 1166.000(Ft.) Difference in elevation = 84.000(Ft.) Slope = 0.16061 s(percent)= 16.06 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.344 min. Rainfall intensity = 2.273(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.814 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.390 2 • Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.610 RI index for soil(AMC 2) 84.71 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 5.828(CFS) Total initial stream area = 3.150(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.150(Ac.) Runoff from this stream = 5.828(CFS) Time of concentration = 9.34 min. Rainfall intensity = 2.273(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 11.145 9.67 2.230 2 5.828 9.34 2.273 Largest stream flow has longer time of concentration Qp = 11.195 + sum of Qb Ia/Ib 5.828 * 0.981 = 5.717 • 4P = 16.862 Total of 2 streams to confluence: Flow rates before confluence point: 11.145 5.828 Area of streams before confluence: 6.110 3.150 Results of confluence: Total flow rate = 16.862(CFS) Time of concentration = 9.675 min. Effective stream area after confluence = 9.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 206.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1166.000(Ft.) Downstream point elevation = 1154.000(Ft.) Channel length thru subarea = 391.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 17.829(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 17.829(CFS) Depth of flow = 0.925(Ft.), Average velocity = 10.811(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 3.000(Ft.) � Flow Velocity 10.81(Ft/s) Travel time 0.60 min. Time of concentration = 10.28 min. 3 � Sub-Channel No. 1 Critical depth = 1.406(Ft.) ' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 5.763(Ft/s) ' ' ' Critical flow area = 3.094(Sq.Ft) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.699 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.610 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.390 RI index for soil(AMC 2) = 63.38 Pervious area fraction = 0.850; Impervious fraction = 0.150 Rainfall intensity = 2.157(In/Hr) for a 10.0 year storm Subarea runoff = 1.839(CFS) for 1.220(Ac.) Total runoff = 18.700(CFS) Tota1 area = 10.480(Ac.) Depth of flow = 0.941(Ft.), Average velocity = 11.020(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Sub-Channel No. 1 Critical depth = 1.438(Ft.) ' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 5.867(Ft/s) ' ' ' Critical flow area = 3.188(Sq.Ft) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 204.000 to Point/Station 206.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.480(Ac.) Runoff from this stream = 18.700(CFS) Time of concentration = 10.28 min. Rainfall intensity = 2.157(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 734.000(Ft.) Top (of initial area) elevation = 1215.000(Ft.) Bottom (of initial area) elevation = 1154.000(Ft.) Difference in elevation = 61.000(Ft.) Slope = 0.08311 s(percent)= 8.31 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.056 min. Rainfall intensity = 2.072(In/Hr) for a 10.0 year storm � SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.687 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.760 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.240 RI index for soil(AMC 2) = 60.56 Pervious area fraction = 0.800; Impervious fraction = 0.200 • Initial subarea runoff = 3.034(CFS) Total initial stream area = 2.130(Ac.) 4 • Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** CONFLUENCE OF MINOR STREAMS **** , Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.130(Ac:) Runoff from this stream = 3.034(CFS) Time of concentration = 11.06 min. Rainfall intensity = 2.072(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 18.700 10.28 2.157 2 3.034 11.06 2.072 Largest stream flow has longer or shorter time of concentration Qp = 18.700 + sum of Qa Tb/Ta 3.034 * 0.930 = 2.820 Qp = 21.521 Total of 2 streams to confluence: Flow rates before confluence point: 18.700 3.034 Area of streams before confluence: • 10.480 2.130 Results of confluence: Total flow rate = 21.521(CFS) Time of concentration = 10.277 min. Effective stream area after confluence = 12.610(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1159.000(Ft.) End of street segment elevation = 1142.000(Ft.) Length of street segment = 336.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 24.674(CFS) Depth of flow = 0.468(Ft.), Average velocity = 7.619(Ft/s) Note: depth of flow exceeds top of street crown. • Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.000(Ft.) Flow velocity = 7.62(Ft/s) 5 Travel time = 0.73 min. TC = 11.01 min. • Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.685 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.720 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.280 RI index for soil(AMC 2) = 61.31 Pervious area fraction = 0.830; Impervious fraction = 0.170 Rainfall intensity = 2.077(In/Hr) for a 10.0 year storm Subarea runoff = 6.228(CFS) for 4.380(Ac.) Total runoff = 27.748(CFS) Total area = 16.990(Ac.) Street flow at end of street = 27.748(CFS) Half street flow at end of street = 27.748(CFS) Depth of flow = 0.488(Ft.), Average velocity = 7.980(Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1142.000(Ft.) End of street segment elevation = 1128.000(Ft.) Length of street segment = 266.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 � Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 29.723(CFS) Depth of flow = 0.467(Ft.), Average velocity = 9.221(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.000(Ft.) Flow velocity = 9.22(Ft/s) Travel time = 0.48 min. TC = 11.49 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.718 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.430 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.570 RI index for soil(AMC 2) = 66.77 Pervious area fraction = 0.820; Impervious fraction = 0.180 Rainfall intensity = 2.029(In/Hr) for a 10.0 year storm Subarea runoff = 3.889(CFS) for 2.670(Ac.) Total runoff = 31.638(CFS) Total area = 19.660(Ac.) Street flow at end of street = 31.638(CFS) Half street flow at end of street = 31.638(CFS) � Depth of flow = 0.477(Ft.), Average velocity = 9.451(Ft/s) Note: depth of flow exceeds top of street crown. 6 Flow width (from curb towards crown)= 12.000(Ft.) � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.660(Ac.) Runoff from this stream = 31.638(CFS) Time of concentration = 11.49 min. Rainfall intensity = 2.029(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 669.000(Ft.) Top (of initial area) elevation = 1160.000(Ft.) Bottom (of initial area) elevation = 1150.000(Ft.) Difference in elevation = 10.000(Ft.) Slope = 0.01495 s(percent)= 1.49 TC = k(0.462)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.451 min. Rainfall intensity = 1.788(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.758 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.080 Decimal fraction soil C= 0.000 � Decimal fraction soil group D= 0.920 RI index for soil(AMC 2) 73.40 Pervious area fraction = 0.790; Impervious fraction = 0.260 Initial subarea runoff = 1.288(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.740 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1150.000(Ft.) End of street segment elevation = 1128.000(Ft.) Length of street segment = 410.000(Ft.) Height of curb above gutter flowline = 6:0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.397(CFS) � Depth of flow = 0.192(Ft.), Average velocity = 3.779(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.335(Ft.) 7 . • Flow velocity = 3.78(Ft/s) Travel time = 1.81 min. TC = 16.26 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= 0.090 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.910 RI index for soil(AMC 2) = 73.29 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 1.676(In/Hr) for a 10.0 year storm Subarea runoff = 0.236(CFS) for 0.160(Ac.) Total runoff = 1.524(CFS) Total area = 1.110(Ac.) Street flow at end of street = 1.524(CFS) Half street flow at end of street = 1.524(CFS) Depth of flow = 0.197(Ft.), Average velocity = 3.844(Ft/s) Flow width (from curb towards crown)= 5.581(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1123.000(Ft.) Downstream point/station elevation = 1122.500(Ft.) Pipe length = 40.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 1.524(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.524(CFS) Normal flow depth in pipe = 6.22(In.) • Flow top width inside pipe = 8.31(In.) Critical Depth = 6.82(In.) Pipe flow velocity = 4.68(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 16.40 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 1.524(CFS) Time of concentration = 16.40 min. Rainfall intensity = 1.668(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 31.638 11.49 2.029 2 1.524 16.40 1.668 Largest stream flow has longer or shorter time of concentration Qp = 31.638 + sum of Qa Tb/Ta 1.524 * 0.701 = 1.068 Qp = 32.706 � Total of 2 streams to confluence: Flow rates before confluence point: g � 31.638 1.524 Area of streams before confluence: 19.660 1.110 Results of confluence: Total flow rate = 32:706(CFS) Time of concentration = 11.493 min. Effective stream area after confluence = 20.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1122.500(Ft.) Downstream point/station elevation = 1120.000(Ft.) Pipe length = 176.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 32.706(CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 32.706(CFS) Normal flow depth in pipe = 19.78(In.) Flow top width inside pipe = 23.90(In.) Critical Depth = 23.56(In.) Pipe flow velocity = 10.49(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 11.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** SUBAREA FLOW ADDITION **** • USER INP�T of soil data for subarea Runoff Coefficient = 0.754 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.060 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.940 RI index for soil(AMC 2) = 73.90 Pervious area fraction = 0.850; Impervious fraction = 0.150 Time of concentration = 11.77 min. Rainfall intensity = 2.002(In/Hr) for a 10.0 year storm Subarea runoff = 0.287(CFS) for 0.190(Ac.) Total runoff = 32.993(CFS) Total area = 20.960(Ac.) End of computations, total study area = 20.96 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.843 Area averaged RI index number = 71.3 � 9 � • lOO-YEAR • � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/17/08 File:AREABP100.out ------------------------------------------------------------------------ TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT FILENAME: AREABP100 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 ------------------------------------=----------------------------------- Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1976 hydrology manual Storm event (year) = 100.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) Storm event year = 100.0 � Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 557.000(Ft.) Top (of initial area) elevation = 1255.000(Ft.) Bottom (of initial area) elevation = 1198.000(Ft.) Difference in elevation = 57.000(Ft.) Slope = 0.10233 s(percent)= 10.23 TC = k(0.453)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 8.963 min. Rainfall intensity = 3.414(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.822 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.070 Decimal fraction soil group C= 0:000 Decimal fraction soil group D= 0.930 RI index for soil(AMC 2) = 73.61 Pervious area fraction = 0.710; Impervious fraction = 0.290 Initial subarea runoff = 8.920(CFS) Total initial stream area = 3.180(Ac.) • Pervious area fraction = 0.710 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1198.000(Ft.) End of natural channel elevation = 1166.000(Ft.) Length of natural channel = 323.000(Ft.) Estimated mean flow rate at midpoint of channel = 13.030(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 8.42(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0991 Corrected/adjusted channel slope = 0.0991 Travel time = 0.64 min. TC = 9.60 min. Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.837 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.030 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.970 RI index for soil(AMC 2) = 83.74 Pervious area fraction = 0.960; Impervious fraction = 0.040 � Rainfall intensity = 3.287(In/Hr) for a 100.0 year storm Subarea runoff = 8.062(CFS) for 2.930(Ac.) Total runoff = 16.982(CFS) Total area = 6.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 6.110(Ac.) Runoff from this stream = 16.982(CFS) Time of concentration = 9.60 min. Rainfall intensity = 3.287(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 523.000(Ft.) Top (of initial area) elevation = 1250.000(Ft.) � Bottom (of initial area) elevation = 1166.000(Ft.) Difference in elevation = 84.000(Ft.) Slope = 0.16061 s(percent)= 16.06 TC = k(0.530)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.344 min. Rainfall intensity = 3.337(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea Runoff Coefficient = 0.839 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.390 2 Decimal fraction soil group C= 0.000 s Decimal fraction soil group D= 0.610 RI index for soil(AMC 2) 89.71 Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 8.824(CFS) Total initial stream area = 3.150(Ac.) Pervious area fraction = 1.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.150(Ac.) Runoff from this stream = 8.824(CFS) Time of concentration = 9.34 min. Rainfall intensity = 3.337(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 16.962 9.60 3.287 2 8.824 9.34 3.337 Largest stream flow has longer time of concentration Qp = 16.982 + sum of Qb Ia/Ib 8.824 * 0.985 = 8.693 , Qp = 25.675 � Total of 2 streams to confluence: Flow rates before confluence point: 16.982 8.824 Area of streams before confluence: 6.110 3.150 Results of confluence: Total flow rate = 25.675(CFS) Time of concentration = 9.602 min. Effective stream area after confluence = 9.260(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 206.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 1166.000(Ft.) Downstream point elevation = 1154.000(Ft.) Channel length thru subarea = 391.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 27.168(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.750(Ft.) Flow(q) thru subarea = 27.168(CFS) Depth of flow = 1.083(Ft.), Average velocity = 12.795(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 3.000(Ft.) Flow Velocity = 12.80(Ft/s) . Travel time = 0.51 min. Time of concentration = 10.11 min. 3 • Sub-Channel No. 1 Critical depth = 1.734(Ft.) ' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 6.662(Ft/s) ' ' ' Critical flow area = 4.078(Sq.Ft) ERROR - Channel depth exceeds maximum allowable depth Adding area flow to channel USER INPUT of soil data for subarea Runoff Coefficient = 0.751 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.610 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.390 RI index for soil(AMC 2) = 63.38 Pervious area fraction = 0.850; Impervious fraction = 0.150 Rainfall intensity = 3.195(In/Hr) for a 100.0 year storm Subarea runoff = 2.929(CFS) for 1.220(Ac.) Total runoff = 28.604(CFS) Total area = 10.480(Ac.) Depth of flow = 1.105(Ft.), Average velocity = 13.062(Ft/s) !!Warning: Water is above left or right bank elevations ERROR - Channel depth exceeds maximum allowable depth Sub-Channel No. 1 Critical depth = 1.781(Ft.) ' ' ' Critical flow top width = 3.000(Ft.) ' ' ' Critical flow velocity= 6.780(Ft/s) ' ' ' Critical flow area = 4.219(Sq.Ft) ++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 204.000 to Point/Station 206.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 10.480(Ac.) Runoff from this stream = 28.604(CFS) Time of concentration = 10.11 min. Rainfall intensity = 3.195(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 734.000(Ft.) Top (of initial area) elevation = 1215.000(Ft.) ` Bottom (of initial area) elevation = 1154.000(Ft.) Difference in elevation = 61.000(Ft.) Slope = 0.08311 s(percent)= 8.31 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 11.056 min. Rainfall intensity = 3.042(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.760 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.240 RI index for soil(AMC 2) = 60.56 Pervious area fraction = 0.800; Impervious fraction = 0.200 � Initial subarea runoff = 4.796(CFS) Total initial stream area = 2.130(Ac.) 4 � Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.130(Ac.) Runoff from this stream = 4.796(CFS) Time of concentration = 11.06 min. Rainfall intensity = 3.042(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 28.604 10.11 3.195 2 4.796 11.06 3.042 Largest stream flow has longer or shorter time of concentration Qp = 28.604 + sum of Qa Tb/Ta 4.796 * 0.915 = 4.386 Qp = 32.990 Total of 2 streams to confluence: Flow rates before confluence point: 28.604 4.796 Area of streams before confluence: O 10.480 2.130 Results of confluence: Total flow rate = 32.990(CFS) Time of concentration = 10.111 min. Effective stream area after confluence = 12.610(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 207.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1154.000(Ft.) End of street segment elevation = 1142.000(Ft.) Length of street segment = 336.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break° = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 38.033(CFS) Depth of flow = 0.570(Ft.), Average velocity = 8.304(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 = 3.48(Ft.) Streetflow hydraulics at midpoint of street travel: 5 � Halfstreet flow width = 12.000(Ft.) Flow velocity = 8.30(Ft/s) Travel time = 0.67 min. TC = 10.79 min. Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.740 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.720 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.280 RI index for soil(AMC 2) = 61.31 Pervious area fraction = 0.830; Impervious fraction = 0.170 Rainfall intensity = 3.084(In/Hr) for a 100.0 year storm Subarea runoff = 9.994(CFS) for 4.380(Ac.) Total runoff = 42.984(CFS) Total area = 16.990(Ac.) Street flow at end of street = 42.984(CFS) Half street flow at end of street = 42.984(CFS) Depth of flow = 0.593(Ft.), Average velocity = 8.720(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 = 4.65(Ft.) Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 211.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1142.000(Ft.) End of street segment elevation = 1128.000(Ft.) Length of street segment = 266.000(Ft.) � Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the.street Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 1.500(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 46.109(CFS) Depth of flow = 0.569(Ft.), Average velocity = 10.075(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 = 3.47(Ft.) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.000(Ft.) Flow velocity = 10.07(Ft/s) Travel time = 0.44 min. TC = 11.23 min. � Adding area flow to street USER INPUT of soil data for subarea Runoff Coefficient = 0.767 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.430 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.570 RI index for soil(AMC 2) = 66.77 � Pervious area fraction = 0.820; Impervious fraction = 0.180 Rainfall intensity = 3.017(In/Hr) for a 100.0 year storm 6 Subarea runoff = 6.178(CFS) for 2.670(Ac.) � Total runoff = 49.162(CFS) Total area = 19.660(Ac.) Street flow at end of street = 99.162(CFS) . Half street flow at end of street = 49.162(CFS) Depth of flow = 0.581(Ft.), Average velocity = 10.336(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 = 4.07(Ft.) Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 207.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 19.660(Ac.) Runoff from this stream = 49.162(CFS) Time of concentration = 11.23 min. Rainfall intensity = 3.017(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 208.000 to Point/Station 209.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 669.000(Ft.) Top (of initial area) elevation = 1160.000(Ft.) Bottom (of initial area) elevation = 1150.000(Ft.) Difference in elevation = 10.000(Ft.) � Slope = 0.01495 s(percent)= 1.49 TC = k(0.462)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 14.951 min. Rainfall intensity = 2.626(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.796 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.080 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.920 RI index for soil(AMC 2) = 73.40 Pervious area fraction = 0.740; Impervious fraction = 0.260 Initial subarea runoff = 1.987(CFS) Total initial stream area = 0.950(Ac.) Pervious area fraction = 0.740 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.++++++++++++ Process from Point/Station 209.000 to Point/Station 210.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 1150.000(Ft.) End of street segment elevation = 1128.000(Ft.) Length of street segment = 410.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street � Distance from curb to property line = 3.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) 7 Gutter hike from flowline = 1.500(In.) � Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.154(CFS) Depth of flow = 0.217(Ft.), Average velocity = 4.131(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.607(Ft.) Flow velocity = 4.13(Ft/s) Travel time = 1.65 min. TC = 16.11 min. Adding area flow to street COMMERCIAL subarea type Runoff Coefficient = 0.885 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.090 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.910 RI index for soil(AMC 2) = 73.29 Pervious area fraction = 0.100; Impervious fraction = 0.900 Rainfall intensity = 2.474(In/Hr) for a 100.0 year storm Subarea runoff = 0.350(CFS) for 0.160(Ac.) Total runoff = 2.337(CFS) Total area = 1.110(Ac.) Street flow at end of street = 2.337(CFS) Half street flow at end of street = 2.337(CFS) Depth of flow = 0.222(Ft.), Average velocity = 4.209(Ft/s) Flow width (from curb towards crown)= 6.862(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** � Upstream point/station elevation = 1123.000(Ft.) Downstream point/station elevation = 1122.500(Ft.) Pipe length = 40.00(Ft.) Manning's N= 0.013 . No. of pipes = 1 Required pipe flow = 2.337(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe.flow = 2.337(CFS) Normal flow depth in pipe = 6.61(In.) Flow top width inside pipe = 11.94(In.) Critical Depth = 7.85(In.) Pipe flow velocity = 5.27(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 16.23 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.110(Ac.) Runoff from this stream = 2.337(CFS) Time of concentration = 16.23 min. Rainfall intensity = 2.463(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) � 1 49.162 11.23 3.017 2 2.337 16.23 2.463 g � Largest stream flow has longer or shorter time of concentration Qp = 49.162 + sum of Qa Tb/Ta 2.337 * 0.692 = 1.616 Qp = 50.778 Total of 2 streams to confluence: Flow rates before confluence point: 49.162 2.337 Area of streams before confluence: 19.660 1.110 Results of confluence: Total flow rate = 50.778(CFS) Time of concentration = 11.226 min. Effective stream area after confluence = 20.770(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1122.500(Ft.) Downstream point/station elevation = 1120.000(Ft.) Pipe length = 176.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 50.778(CFS) Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 50.778(CFS) Normal flow depth in pipe = 25.78(In.) Flow top width inside pipe = 20.86(In.) Critical Depth = 27.71(In.) � Pipe flow velocity = 11.31(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 11.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 212.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.796 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.060 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.940 RI index for soil(AMC 2) = 73.90 Pervious area fraction = 0.850; Impervious fraction = 0.150 Time.of concentration = 11.49 min. Rainfall intensity = 2.979(In/Hr) for a 100.0 year storm Subarea runoff = 0.450(CFS) for 0.190(Ac.) Total runoff = 51.228(CFS) Total area = 20.960(Ac.) End of computations, total study area = 20.96 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.843 Area averaged RI index number = 71.3 � 9 • � APPENDIX B .3: RATIONAL METHOD ANALYSIS, AREA "C" � � � 2-YEAR � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/08 File:AREACP2.out ------------------------------------------------------------------------ ttm 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 2-YEAR STORM EVENT FILENAME: AREACP2 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) Storm event year = 2.0 � Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 402.000(Ft.) Top (of initial area) elevation = 1235.000(Ft.) Bottom (of initial area) elevation = 1222.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.03234 s(percent)= 3.23 TC = k(0.926)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.314 min. Rainfall intensity = 1.532(In/Hr) for a 2.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.651 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.220 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.780 RI index for soil(AMC 1) = 51.90 Pervious area fraction = 0.620; Impervious fraction = 0.380 Initial subarea runoff = 1.925(CFS) Total initial stream area = 1.930(Ac.) • Pervious area fraction = 0.620 1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1217.000(Ft.) Downstream point/station elevation = 1137.000(Ft.) Pipe length = 649.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 1.925(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.925(CFS) Normal flow depth in pipe = 4.79(In.) Flow top width inside pipe = 4.81(In.) Critical depth could not be calculated. Pipe flow velocity = 11.93(Ft/s) Travel time through pipe = 0.95 min. Time of concentration (TC) = 10.26 min. +++++++++++++++++++++++++±++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.451 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.590 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.410 RI index for soil(AMC 1) = 39.21 � Pervious area fraction = 0.850; Impervious fraction = 0.150 Time of concentration = 10.26 min. Rainfall intensity = 1.953(In/Hr) for a 2.0 year storm Subarea runoff = 0.105(CFS) for 0.160(Ac.) Total runoff = 2.030(CFS) Total area = 2.090(Ac.) End of computations, total study area = 2.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.638 Area averaged RI index number = 69.9 � 2 • � lO-YEAR • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1. Rational Hydrology Study Date: 11/26/08 File:AREACP10.out ttm 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT FILENAME: AREACP100 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1976 hydrology manual Storm event (year) = 10.00 Antecedent Moisture Condition = 2 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) � Storm event year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.817(In/Hr) Slope of intensity duration curve = 0:5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 402.000(Ft.) Top (of initial area) elevation = 1235.000(Ft.) Bottom (of initial area) elevation = 1222.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.03234 s(percent)= 3.23 TC = k{0.426)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.314 min. Rainfall intensity = 2.277(In/Hr) for a 10.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.791 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.220 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.780 RI index for soil(AMC 2) = 70.75 Pervious area fraction = 0.620; Impervious fraction = 0.380 Initial subarea runoff = 3.477(CFS) Total initial stream area = 1.930(Ac.) � Pervious area fraction = 0.620 1 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1217.000(Ft.) Downstream point/station elevation = 1137.000(Ft.) Pipe length = 649.00(Ft.) Manning's N= 0.013 . No. of pipes = 1 Required pipe flow = 3.477(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.477(CFS) Normal flow depth in pipe = 5.02(In.) Flow top width inside pipe = 8.94(In.) Critical depth could not be calculated.. Pipe flow velocity = 13.73(Ft/s) Travel time through pipe = 0.79 min. Time of concentration (TC) = 10.10 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.673 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.590 Decimal fraction soil group C= 0.000 , Decimal fraction soil group D= 0.410 RI index for soil(AMC 2) = 59.21 Pervious area fraction = 0.850; Impervious fraction = 0.150 � Time of concentration = 10.10 min. Rainfall intensity = 2.178(In/Hr) for a 10.0 year storm Subarea runoff = 0.235(CFS) for 0.160(Ac.) Total runoff = 3.712(CFS) Total area = 2.090(Ac.) End of computations, total study area = 2.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.638 Area averaged RI index number = 69.9 � 2 � � lOO-YEAR � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/08 File:AREACP100.out ------------------------------------------------------------------------ ttm 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 100-YEAR STORM EVENT FILENAME: AREACP100 ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 ------------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) Storm event year = 100.0 Calculated rainfall intensity,data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 301.000 to Point/Station 302.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 402.000(Ft.) Top (of initial area) elevation = 1235.000(Ft.) Bottom (of initial area) elevation = 1222.000(Ft.) Difference in elevation = 13.000(Ft.) Slope = 0.03234 s(percent)= 3.23 TC = k(0.426)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 9.314 min. Rainfall intensity = 3.343(In/Hr) for a 100.0 year storm USER INPUT of soil data for subarea Runoff Coefficient = 0.821 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.220 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.780 RI index for soil(AMC 2) = 70.75 Pervious area fraction = 0.620; Impervious fraction = 0.380 Initial subarea runoff = 5.297(CFS) Total initial stream area = 1.930(Ac.) Pervious area fraction = 0.620 1 � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station 303.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1217.000(Ft.) Downstream point/station elevation = 1137.000(Ft.) Pipe length = 649.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 5.297(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.297(CF$) Normal flow depth in pipe = 6.75(In.) Flow top width inside pipe = 7.79(In.) Critical depth could not be calculated. Pipe flow velocity = 14.90(Ft/s) Travel time through pipe = 0.73 min. Time of concentration (TC) = 10.04 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+ Process from Point/Station 302.000 to Point/Station 303.000 **** SUBAREA FLOW ADDITION **** USER INPUT of soil data for subarea Runoff Coefficient = 0.730 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.590 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.910 RI index for soil(AMC 2) = 59.21 Pervious area fraction = 0.850; Impervious fraction = 0.150 Time of concentration = 10.09 min. Rainfall intensity = 3.208(In/Hr) for a 100.0 year storm Subarea runoff = 0.375(CFS) for 0.160(Ac.) Total runoff = 5.672(CFS) Total area = 2.090(Ac.) End of computations, total study area = 2.09 (Ac.) The following figures may be used for a unit hydrograph study of the same area. Area averaqed pervious area fraction(Ap) = 0.638 Area averaged RI index number = 69.9 2 � � APPENDIX B .4: RATIONAL METHOD ANALYSIS� AREA "D" � � � Z-YEAR • � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/08 File:AREADP2.out ------------------------------------------------------------------------ TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 2-YEAR STORM EVENT FILENAME: AREADP2 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file Program License Serial Number 6045 ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control & Water Conservation District 1978 hydrology manual Storm event (year) = 2.00 Antecedent Moisture Condition = 1 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) Storm event year = 2.0 � Calculated rainfall intensity data: 1 hour intensity = 0.550(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALOATION **** Initial area flow distance = 592.000(Ft.) Top (of initial area) elevation = 1185.000(Ft.) Bottom (of initial area) elevation = 1148.000(Ft.) Difference in elevation = 37.000(Ft.) Slope = 0.06250 s(percent)= 6.25 TC = k(0.980)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.740 min. Rainfall intensity = 1.417(In/Hr) for a 2.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.571 � Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.590 Decimal fraction soil group D= 0.410 RI index for soil(AMC 1) = 52.75 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 2.418(CFS) Total initial stream area = 2.990(Ac.) � Pervious area fraction = 0.800 End of computations, total study area = 2.99 (Ac.) 1 � The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.800 Area averaged RI index number = 71.5 � • 2 � � IO-YEAR � � Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1969 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/06 File:AREADP10.out TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT FILENAME: AREADP100 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 ------------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1,200(In.) � Storm even,t year = 10.0 Calculated rainfall intensity data: 1 hour intensity = 0.817(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 592.000(Ft.) Top (of initial area) elevation = 1185.000(Ft.) Bottom (of initial area),elevation = 1148.000(Ft.) Difference in elevation = 37.000(Ft.) Slope = 0.06250 s(percent)= 6.25 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 � Initial area time of concentration = 10.790 min. Rainfall intensity = 2.106(In/Hr) for a 10.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.755 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.590 Decimal fraction soil group D= 0.910 RI index for soil(AMC 2) = 71.46 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 4.751(CFS) � Total initial stream area = 2.990(Ac.) Pervious area fraction = 0.800 End of computations, total study area = 2.99 (Ac.) 1 � The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.800 Area averaged RI index number = 71.5 � � 2 • • lOO-YEAR • • Riverside County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2005 Version 7.1 Rational Hydrology Study Date: 11/26/08 File:AREADP100.out ------------------------------------------------------------------------ TTM 30434 PROPOSED CONDITION HYDROLOGY RATIONAL METHOD ANALYSI_S, 100-YEAR STORM EVENT FILENAME: AREADP100 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file ------------------------------------------------------------------------ Program License Serial Number 6045 ------------------------------------------------------------------------ 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 2 year, 1 hour precipitation = 0.550(In.) 100 year, 1 hour precipitation = 1.200(In.) Storm event year = 100.0 • Calculated rainfall intensity data: 1 hour intensity = 1.200(In/Hr) Slope of intensity duration curve = 0.5500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 401.000 to Point/Station 402.000 **** INITIAL AREA EVALUATION **** Initial area flow distance = 592.000(Ft.) Top (of initial area) elevation = 1185.000(Ft.) Bottom (of initial area) elevation = 1148.000(Ft.) Difference in elevation = 37.000(Ft.) Slope = 0.06250 s(percent)= 6.25 TC = k(0.480)*[(length^3)/(elevation change)]^0.2 Initial area time of concentration = 10.740 min. Rainfall intensity = 3.091(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.794 Decimal f.raction soil group A= 0.000 Decimal fraction soil group B= 0.000 Decimal fraction soil group C= 0.590 Decimal fraction soil group D= 0.410 RI index for soil(AMC 2) = 71.46 Pervious area fraction = 0.800; Impervious fraction = 0.200 Initial subarea runoff = 7.340(CFS) Total initial stream area = 2.990(Ac.) � Pervious area fraction = 0.800 End of computations, total study area = 2.99 (Ac.) 1 • The following figures may be used for a unit hydrograph study of the same area. Area averaged pervious area fraction(Ap) = 0.800 Area averaged RI index number = 71.5 • • 2 • • APPENDIX A: PRE-PROJECT CONDITION ONSITE UNIT HYDROGRAPH HYDROLOGY • • • APPENDIX A.1: UNIT HYDROGRAPH METHOD ANALYSIS, OVERALL AREA • • � 2-YEAR� 24-HouR • U n i t H y d r o g r a p h A n a 1 y s i s \. _ Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 12/04/08 File: EXIST242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format TTM 30434 EXISTING CONDITION HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 2-YEAR STORM EVENT FILENAME: EXIST -------------------------------------------------------------------- • Drainage Area = 40.45(Ac.) = 0.063 Sq. Mi. - Drainage Area for Depth-Area Areal Adjustment = 40.45(Ac.) 0.063 Sq. - Mi. Length along longest watercourse = 2187.00(Ft.) Length along longest watercourse measured to centroid = 949.00(Ft.) Length along longest watercourse = 0.414 Mi. Length along longest watercourse measured to centroid = 0.180 Mi. Difference in elevation = 136.00(Ft.) Slope along watercourse = 328.3402 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.089 Hr. Lag time = 5.35 Min. 250 of lag time = 1.34 Min. 40s of lag time = 2.14 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 40.45 1.80 72.81 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 40.45 4.50 182.03 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) �! Area Averaqed 100-Year,Rainfall = 4.500(In) 1 • Point rain (area averaged) = 1.800(In) Areal adjustment factor = 99.99 0 Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious $ 40.450 81.91 0.040 Total Area Entered = 40.45(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-1 (In/Hr) (Dec.$) (In/Hr) (Dec.) (In/Hr) 81.9 65.7 0.409 0.040 0.394 1.000 0.394 Sum (F) = 0.394 Area averaged mean soil loss (F) (In/Hr) = 0.394 Minimum soil loss rate ((In/Hr)) = 0.197 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.868 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time � of lag Distribution Unit Hydrograph (hrs) Graph o (CFS) --------------------------------------------------------------------- 1 0.083 93.387 12.218 4.981 2 0.167 186.774 54.611 22.263 • 3 0.250 280.161 19.842 8.089 4 0.333 373.598 8.188 3.338 5 0.417 466.934 3.220 1.313 6 0.500 560.321 0.980 0.399 7 0.583 653.708 0.635 0.259 8 0.667 747.095 0.306 0.125 Sum = 100.000 Sum= 40.766 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.014 0.698 0.012 0.00 2 0.17 0.07 0.014 0.696 0.012 0.00 3 0.25 0.07 0.014 0.693 0.012 0.00 4 0.33 0.10 0.022 0.690 0.019 0.00 5 0.42 0.10 0.022 0.688 0.019 0.00 6 0.50 0.10 0.022 0.685 0.019 0.00 7 0.58 0.10 0.022 0.682 0.019 0.00 8 0.67 0.10 0.022 0.680 0.019 0.00 9 0.75 0.10 0.022 0.677 0.019 0.00 10 0.83 0.13 0.029 0.674 0.025 0.00 � 11 0.92 0.13 0.029 0.672 0.025 0.00 12 1.00 0.13 0.029 0.669 0.025 0.00 13 1.08 0.10 0.022 0.666 0.019 0,00 14 1.17 0.10 0.022 0.664 0.019 0.00 15 1.25 0.10 0.022 0.661 0.019 0.00 16 1.33 0.10 0.022 0.658 0.019 0.00 17 1.42 0.10 0.022 0.656 0.019 0.00 18 1.50 0.10 0.022 0.653 0.019 , 0.00 • 19 1.58 0.10 0.022 0.651 0.019 0.00 20 1.67 0.10 0.022 0.648 0.019 0.00 2 • 21 1.75 0.10 0.022 0.645 0.019 0.00 22 1.83 0.13 0.029 0.643 0.025 0.00 23 1.92 0.13 0.029 0.640 0.025 0.00 24 2.00 0.13 0.029 0.638 0.025 0.00 25 2.08 0.13 0.029 0.635 0.025 0.00 26 2.17 0.13 0.029 0.633 0.025 0.00 27 2.25 0.13 0.029 0.630 0.025 0.00 28 2.33 0.13 0.029 0.627 0.025 0.00 29 2.42 0.13 0.029 0.625 0.025 0.00 30 2.50 0.13 0.029 0.622 0.025 0.00 31 2.58 0:17 0.036 0.620 0.031 0.00 32 2.67 0.17 0.036 0.617 0.031 0.00 33 2.75 0.17 0.036 0.615 0.031 0.00 34 2.83 0.17 0.036 0.612 0.031 0.00 35 2.92 0.17 0.036 0.610 0.031 0.00 36 3.00 0.17 0.036 0.607 0.031 0.00 37 3.08 0.17 0.036 0.605 0.031 0.00 38 3.17 0.17 0.036 0.602 0.031 0.00 39 3.25 0.17 0.036 0.600 0.031 0.00 40 3.33 0.17 0.036 0.597 0.031 0.00 41 3.42 0.17 0.036 0.595 0.031 0.00 42 3.50 0.17 0.036 0.592 0.031 0.00 43 3.58 0.17 0.036 0.590 0.031 0.00 44 3.67 0.17 0.036 0.587 0.031 0.00 45 3.75 0.17 0.036 0.585 0.031 0.00 46 3.83 0.20 0.043 0.582 0.037 0.01 47 3.92 0.20 0.043 0.580 0.037 0.01 48 4.00 0.20 0.043 0.577 0.037 0.01 49 4.08 0.20 0.043 0.575 0.037 0.01 50 4.17 0.20 0.043 0.572 0.037 0.01 51 4.25 0.20 0.043 0.570 0.037 0.01 • 52 4.33 0.23 0.050 0.568 0.044 0.01 53 4.42 0.23 0.050 0.565 0.094 0.01 54 9.50 0.23 0.050 0.563 0.044 0.01 55 4.58 0.23 0.050 0.560 0.044 0.01 56 4.67 0.23 0.050 0.558 0.044 0.01 57 4.75 0.23 0.050 0.555 0.044 0.01 58 4.83 0.27 0.058 0.553 0.050 0.01 59 4.92 0.27 0.058 0.551 0.050 0.01 60 5.00 0.27 0.058 0.548 0.050 0.01 61 5.08 0.20 0.043 0.546 0.037 0.01 62 5.17 0.20 0.043 0.544 0.037 0.01 63 5.25 0.20 0.043 0.541 0.037 0.01 64 5.33 0.23 0.050 0.539 0.044 0.01 65 5.42 0.23 0.050 0.536 0.044 0.01 66 5.50 0.23 0.050 0.534 0.044 0.01 67 5.58 0.27 0.058 0.532 0.050 0.01 68 5.67 0.27 0.058 0.529 0.050 0.01 69 5.75 0.27 0.058 0.527 0.050 0.01 70 5.83 0.27 0.058 0.525 0.050 0.01 71 5.92 0.27 0.058 0.522 0.050 0.01 72 6.00 . 0.27 0.058 0.520 0.050 0.01 73 6.08 0.30 0.065 0.518 0.056 0.01 74 6.17 0.30 0.065 0.515 0.056 0.01 75 6.25 0.30 0.065 0.513 0.056 0.01 76 6.33 0.30 0.065 0.511 0.056 0.01 77 6.42 0.30 0.065 0.509 0.056 0.01 78 6.50 0.30 0.065 0.506 0.056 0.01� 79 6.58 0.33 0.072 0.504 0.062 0.01 80 6.67 0.33 0.072 0.502 0.062 0.01 • 81 6.75 0.33 0.072 0.500 0.062 0.01 82 6.83 0.33 0.072 0.497 0.062 0.01 83 6.92 0.33 0.072 0.495 0.062 0.01 3 • 84 7.00 0.33 0.072 0.493 0.062 0.01 85 7.08 0.33 0.072 0.491 0.062 0.01 86 7.17 0.33 0.072 0.488 0.062 0.01 87 7.25 0.33 0.072 0.986 0.062 0.01 88 7.33 0.37 0.079 0.484 0.069 0.01 89 7.92 0.37 0.079 0.482 0.069 0.01 90 7.50 0.3� 0.079 0.479 0.069 0.01 91 7.58 0.40 0.086 0.477 0.075 0.01 92 7.67 0.40 0.086 0.475 0.075 0.01 93 7.75 0.40 0.086 0.473 0.075 0.01 94 7.83 0.43 0.094 0.471 0.081 0.01 95 7.92 0.43 0.094 0.468 0.081 0.01 96 8.00 0.43 0.094 0.466 0.081 0.01 97 8.08 0.50 0.108 0.469 0.094 0.01 98 8.17 0.50 0.108 0.462 0.094 0.01 99 8.25 0.50 0.108 0.460 0.094 0.01 100 8.33 0.50 0.108 0.458 0.094 0.01 101 8.42 0.50 0.108 0.456 0.094 0.01. 102 8.50 0.50 0.108 0.453 0.099 0.01 103 8.58 0.53 0.115 0.951 0.100 0.02 104 8.67 0.53 0.115 0.449 0.100 0.02 105 8.75 0.53 0.115 0.447 0.100 0.02 106 8.83 0.57 0.122 0.445 0.106 0.02 107 8.92 0.57 0.122 0.443 0.106 0.02 108 9.00 0.57 0.122 0.491 0.106 0.02 109 9.08 0.63 0.137 0.439 0.119 0.02 110 9.17 0.63 0.137 0.437 0.119 0.02 111 9.25 0.63 0.137 0.434 0.119 0.02 112 9.33 0.67 0.144 0.432 0.125 0.02 113 9.42 0.67 0.144 0.430 0.125 0.02 114 9.50 0.67 0.144 0.428 0.125 0.02 � 115 9.58 0.70 0.151 0.426 0.131 0.02 116 9.67 0.7.0 0.151 0.429 0.131 0.02 117 9.75 0.70 0.151 0.422 0.131 0.02 118 9.83 0.73 0.158 0.420 0.137 0.02 119 9.92 0.73 0.158 0.418 0.137 0.02 120 10.00 0.73 0.158 0.416 0.137 0.02 121 10.08 0.50 0.108 0.414 0.094 0.01 122 10.17 0.50 0.108 0.412 0.094 0.01 123 10.25 0.50 0.108 0.410 0.094 0.01 124 10.33 0.50 0.108 0.408 0.094 0.01 125 10.42 0.50 0.108 0.406 0.094 0.01 126 10.50 0.50 0.108 0.404 0.094 0.01 127 10.58 0.67 0.144 0.402 0.125 0.02 128 10.67 0.67 0.144 0.400 0.125 0.02 129 10.75 0.67 0.144 0.398 0.125 0.02 130 10.83 0.67 0.144 0.396 0.125 0.02 131 10.92 0.67 0.144 0.394 0.125 0.02 132 11.00 0.67 0.144 0.392 0.125 0.02 133 11.08 0.63 0.137 0.390 0.119 0.02 134 11.17 0.63 0.137 0.389 0.119 0.02 135 11.25 0.63 0.137 0.387 0.119 0.02 136 11.33 0.63 0.137 0.385 0.119 0.02 137 11.42 0.63 0.137 0.383 0.119 0.02. 138 11.50 0.63 0.137 0.381 0.119 0.02 139 11.58 0.57 0.122 0.379 0.106 0.02 140 11.67 0.57 0.122 0.377 0.106 0.02 141 11.75 0.57 0.122 0.375 0.106 0.02 142 11.83 0.60 0.130 0.373 0.112 0.02 143 11.92 0.60 0.130 0.371 0.112 0.02 144 12.00 0.60 0.130 0.370 0.112 0.02 • 145 12.08 0.83 0.180 0.368 0.156 0.02 146 12.17 0.83 0.180 0.366 0.156 0.02 4 S 147 12.25 0.83 0.180 0.364 0.156 0.02 148 12.33 0.87 0.187 0.362 0.162 0.02 149 12.42 0.87 0.187 0.360 0.162 0.02 150 12.50 0.87 0.187 0.359 0.162 0.02 151 12.58 0.93 0.202 0.357 0.175 0.03 152 12.67 0.93 0.202 0.355 0.175 -0.03 153 12.75 0.93 0.202 0.353 0.175 0.03 154 12.83 0.97 0.209 0.351 0.181 0.03 155 12.92 0.97 0.209 . 0.350 0.181 0.03 156 13.00 0.97 0.209 0.348 0.181 0.03 157 13.08 1.13 0.245 0.346 0.212 0.03 158 13.17 1.13 0.245 0.344 0.212 0.03 159 13.25 1.13 0.245 0.343 0.212 0.03 160 13.33 1.13 0.245 0.341 0.212 0.03 161 13.42 1.13 0.245 0.339 0.212 0.03 162 13.50 1.13 0.245 0.337 0.212 0.03 163 13.58 0.77 0.166 0.336 0.144 0.02 164 13.67 0.77 0.166 0.334 0.144 0.02 165 13.75 0.77 0.166 0.332 0.144 0.02 166 13.83 0.77 0.166 0.331 0.144 0.02 167 13.92 0.77 0.166 0.329 0.144 0.02 168 19.00 0.77 0.166 0.327 0.144 0.02 169 14.08 0.90 0.194 0.326 0.169 0.03 170 14.17 0.90 0.194 0.324 0.169 0.03 171 14.25 0.90 0.194 0.322 0.169 0.03 172 14.33 0.87 0.187 0.321 0.162 0.02 173 14.42 0.87 0.187 0.319 0.162 0.02 174 14.50 0.87 0.187 0.317 0.162 0.02 175 14.58 0.87 0.187 0.316 0.162 0.02 1�6 14.67 0.87 0.187 0.314 0.162 0.02 � 177 14.75 0.87 0.187 0.313 0.162 0.02 178 14.83 0.83 0:180 0.311 0.156 0.02 179 14.92 0.83 0.180 0.309 0..156 0.02 180 15.00 0.83 0.180 0.308 0.156 0.02 � 181 15.08 0.80 0.173 0.306 0.150 0.02 182 15.17 0.80 0.173 0.305 0.150 0.02 183 15.25 0.80 0.173 0.303 0.150 0.02 184 15.33 0.77 0.166 0.301 0.144 0.02 185 15.42 0.77 0.166 0.300 0.144 0.02 186 15.50 0.77 0.166 0.298 0.144 0.02 187 15.58 0.63 0.137 0.297 0.119 0.02 188 15.67 0.63 0.137 0.295 0.119 0.02 189 15.75 0.63 0.137 0.294 0.119 0.02 190 15.83 0.63 0.137 0.292 0.119 0.02 191 15.92 0.63 0.137 0.291 0.119 0.02 192 16.00 0.63 0.137 0.289 0.119 0.02 193 16.08 0.13 0.029 0.288 0:025 0.00 194 16.17 0.13 0.029 0.286 0.025 0.00 195 16.25 0.13 0.029 0.285 0.025 0.00 196 16.33 0.13 0.029 0.283 0.025 0.00 197 16.42 0.13 0.029 0.282 0.025 0.00 198 16.50 0.13 0.029 0.281 0.025 0.00 199 16.58 0.10 0.022 0.279 0.019 0.00 200 16.67 0.10 0.022 0.278 0.019 0.00 201 16.75 0.10 0.022 0.276 0.019 0.00 202 16.83 0.10 0.022 0.275� 0.019 0.00 203 16.92 0.10 0.022 0.274 0.019 0.00 204 17.00 0.10 0.022 0.272 0.019 0.00 205 17.08 0.17 0.036 0.271 0.031 0.00. 206 17.17 0.17 0.036 0.269 0.031 0.00 • 207 17.25 0.17 0.036 0.268 0.031 0.00 208 17.33 0.17 0.036 0.267 0.031 0.00 209 17.42 0.17 0.036 0.265 0.031 0.00 5 . 210 17.50 0.17 0.036 0.264 0.031 0.00 211 17.58 0.17 0.036 0.263 0.031 0.00 212 17.67 0.17 0.036 0.261 0.031 0.00 213 17.75 0.17 0.036 0.260 0.031 0.00 214 17.83 0.13 0.029 0.259 0.025 0.00 215 17.92 0.13 0.029 0.258 0.025 0.00 216 18.00 0.13 0.029 0:256 0.025 0.00 217 18.08 0.13 0.029 0.255 0.025 0.00 218 18.17 0.13 0.029 0.254 0.025 0.00 219 18.25 0.13 0.029 0.253 0.025 0.00 220 18.33 0.13 0.029 0.251 0.025 0.00 221 18.92 0.13 0.029 0.250 0.025 0.00 222 18.50 0.13 0.029 0.249 0.025 0.00 223 18.58 0.10 0.022 0.248 0.019 0.00 224 18.67 0.10 0.022 0.246 0.019 0.00 225 18.75 0.10 0.022 0.245 0.019 0.00 226 18.83 0.07 0.014 0.244 0.012 0.00 227 18.92 0.07 0.014 0.243 0.012 0.00 228 19.00 0.07 0.014 0.292 0.012 0.00 229 19.08 0.10 0.022 0.291 0.019 0.00 230 19.17 0.10 0.022 0.240 0.019 0.00 231 19.25 0.10 0.022 0.238 0.019 0.00 232 19.33 0.13 0.029 0.237 0.025 0.00 233 19.42 0.13 0.029 0.236 0.025 0.00 234 19.50 0.13 0.029 0.235 0.025 0.00 235 19.58 0.10 0.022 0.234 0.019 0.00 236 19.67 0.10 0.022 0.233 0.019 0.00 237 19.75 0.10 0.022 0.232 0.019 0.00 238 19.83 0.07 0.014 0.231 0.012 0.00 239 19.92 0.07 0.014 0.230 0.012 0.00 240 20.00 0.07 0.014 0.229 0.012 0.00 • 241 20.08 0.10 0.022 0.228 0.019 0.00 242 20.17 0.10 0.022 0.227 0.019 0.00 243 20.25 0.10 0.022 0.226 0.019 0.00 244 20.33 0.10 0.022 0.225 0.019 0.00 245 20.42 0.10 0.022 0.224 0.019 0.00 246 20.50 0.10 0.022 0.223 0.019 -0.00 247 20.58 0.10 0.022 0.222 0.019 0.00 248 20.67 0.10 0.022 0.221 0.019 0.00 249 20.75 0.10 0.022 0.220 0.019 0.00 250 20.83 0.07 0.014 0.219 0.012 0.00 251 20.92 0.07 0.014 0.218 0.012 0.00 252 21.00 0.07 0.014 0.217 0.012 0.00 253 21.08 0.10 0.022 0.217 0.019 0.00 254 21.17 0.10 0.022 0.216 0.019 0.00 255 21.25 0.10 0.022 0.215 0.019 0.00 256 21.33 0.07 0.014 0.214 0.012 0.00 257 21.42 0.07 0.014 0.213 0.012 0.00 258 21.50 0.07 0.014 0.212 0.012 0.00 259 21.58 0.10 0.022 0.212 0.019 0.00 260 21.67 0.10 0.022 0.211 0.019 0.00 261 21.75 0.10 0.022 0.210 0.019 0.00 262 21.83 0.07 0.014 0.209 0.012 0.00 � 263 21.92 0.07 0.014 0.209 0.012 0.00 264 22.00 0.07 0.014 0.208 0.012 0.00 265 22.08 0.10 0.022 0.207 0.019 0.00 266 22.17 0.10 0.022 0.207 0.019 0.00 267 22.25 0.10 0.022 0.206 0.019 0.00 268 22.33 0.07 0.014 0.205 0.012 0.00 269 22.42 0.07 0.014 0.205 0.012 0.00 270 22.50 0.07 0.014 0.204 0.012 0.00 • 271 22.58 0.07 0.014 0.204 0.012 0.00 272 22.67 0.07 0.014 0.203 0.012 0.00 6 • 273 22.75 0.07 0.014 0.202 0.012 0.00 274 22.83 0.07 0.014 0.202 0.012 0.00 275 22.92 0.07 0.014 0.201 0.012 0.00 276 23.00 0.07 0.014 0.201 0.012 0.00 277 23.08 0.07 0.014 0.200 0.012 0.00. 278 23.17 0.07 0.014 0.200 0.012 0.00 279 23.25 0.07 0.014 0.200 0.012 0.00 280 23.33 0.07 0.014 0.199 0.012 0.00 281 23.42 0.07 0.014 0.199 0.012 0.00 282 23.50 0.07 0.014 0.198 0.012 0.00 283 23.58 0.07 0.014 0.198 0.012 0.00 284 23.67 0.07 0.014 0.198 0.012 0.00 285 23.75 0.07 0.014 0.198 0.012 0.00 286 23.83 0.07 0.014 0.197 0.012 0.00 287 23.92 0.07 0.014 0.197 0.012 0.00 288 24.00 0.07 0.014 0.197 0.012 0.00 Sum = 100.0 Sum = 2.9 Flood volume = Effective rainfall 0.24(In) times area 90.5(Ac.)/[(In)/(Ft.)] = 0.8(Ac.Ft) Total soil loss = 1.56(In) Total soil loss = 5.266(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 34884.9 Cubic Feet Total soil loss = 229394.5 Cubic Feet Peak flow rate of this hydrograph = 1.316(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- • Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q I I I I 0+10 0.0004 0.05 Q I I I I 0+15 0.0009 0.07 Q I I I I 0+20 0.0014 0.08 Q I I I I 0+25 0.0021 0.10 Q I I I I 0+30 0.0029 0.11 Q I I I I 0+35 0.0037 0.11 Q I I I I 0+40 0.0045 0.12 Q I I I I 0+45 0.0053 0.12 Q I I I I 0+50 0.0061 0.12 Q I I I I 0+55 0.0071 0.14 Q I I I I 1+ 0 0.0081 0.15 Q I I I I 1+ 5 0.0091 0.15 Q I I I I 1+10 0.0100 0.13 Q I I I I 1+15 0.0108 0.12 Q I I I I 1+20 0.0117 0.12 Q I I I I 1+25 0.0125 0.12 Q I I I I 1+30 0.0133 0.12 Q I I I I 1+35 0.0141 0.12 Q I I I I 1+40 0.0149 0.12 Q I I I I 1+45 0.0157 0.12 Q I I I I 1+50 0.0165 0.12 Q I I I I 1+55 0.0175 0.14 Q I I I I 2+ 0 0.0185 0.15 Q I I I I S 2+ 5 0.0196 0.15 Q I I I I 2+10 0.0206 0.15 QV I I I I 2+15 0.0217 0.15 QV I I I I 7 2+20 0.0228 0.15 QV I I I I • 2+25 0.0238 0.16 QV I I I I. 2+30 0.0249 0.16 QV I I I I 2+35 0.0260 0.16 QV I I I I 2+40 0.0273 0.18 QV I I I I 2+45 0.0286 0.19 4U I I I I 2+50 0.0299 0.19 QV I I I I 2+55 0.0312 0.19 QV I I I I 3+ 0 0.0325 0.19 QV I I I I 3+ 5 0.0339 0.19 QV I I I I 3+10 0.0352 0.19 QV I I I I 3+15 0.0365 0.19 QV I I I I 3+20 0.0379 0.19 QV I I I I 3+25 0.0392 0.19 QV I I I I 3+30 0.0405 0.19 Q V I I I I 3+35 0.0419 0.19 Q V I I I I 3+40 0.0432 0.19 Q V I I I I 3+45 0.0445 0.19 Q V I I I I 3+50 0.0459 0.20 Q V I ( I I 3+55 0.0474 0.22 Q V I I I I 4+ 0 0.0490 0.23 Q v I I I I 4+ 5 0.0506 0.23 Q V I I I I 4+10 0.0522 0.23 Q V I I I I 4+15 0.0538 0.23 Q V I I I I 4+20 0.0554 0.24 Q V I I I I 4+25 0.0572 0.26 14U I I I I 4+30 0.0590 0.27 14V I I I I 4+35 0.0609 0.27 14 V I I I 1 4+40 0.0627 0.27 IQ V I I I I 4+45 0.0646 0.27 14 V I I I I 4+50 0.0665 0.28 14 V I I I I • 4+55 0.0686 0.30 14 U I I I I 5+ 0 0.0707 0:30 IQ V I I I I 5+ 5 0.0727 0.30 14 V I I I I 5+10 0.0745 0.26 IQ V I I I I 5+15 0.0762 0.24 Q V I I I I 5+20 0.0778 0.24 Q V I I I I 5+25 0.0796 0.26 14 V I I I I 5+30 0.0814 0.27 14 V I I I I 5+35 0.0833 0.27 14 U I I I I 5+40 0.0859 0.30 14 V I I I I 5+45 0.0875 0.30 14 U I I I I 5+50 0.0896 0.31 14 U I I I I 5+55 0.0917 0.31 14 U I I I I 6+ 0 0.0939 0.31 14 V I I I I 6+ 5 0.0960 0.31 14 V I I I I 6+10 0.0983 0.34 14 V I I I I 6+15 0.1007 0.34 �Q V I I I I 6+20 0.1031 0.35 14 V I I I I 6+25 0.1055 0.35 .IQ V I I I I 6+30 0.1079 0.35 14 V I I I I 6+35 0.1103 0.35 14 V I I I I 6+40 0.1129 0.37 14 U I I I I 6+95 O.1155 0.38 14 V I I I I 6+50 0.1182 0.39 14 U I I ( I � 6+55 0.1209 0.39 14 V I I I I 7+ 0 0.1235 0.39 �Q V I I I I 7+ 5 0.1262 0.39 (Q V I I I ( 7+10 0.1289 0.39 14 V I I I I 7+15 0.1315 0.39 IQ V I I I I 7+20 0.1342 0.39 �Q V I I I I � 7+25 0.1371 0.41 IQ V I I ( I 7+30 0.1400 0.42 14 U I I I I g • 7+35 0.1429 0.43 14 V I I I I 7+40 0.1461 0.45 14 V I ( I I 7+45 0.1492 0.46 14 V I I I I 7+50 0.1524 0.47 14 V I I I I 7+55 0.1558 0.49 14 V I I I I 8+ 0 0.1592 0.50 14 V I I I I 8+ 5 0.1628 0.51 I 4 V I I I I 8+10 0.1666 0.55 I 4 V I I I I 8+15 0.1705 0.57 I 4 U I I I I 8+20 0.1795 0.58 � Q V I 1 I I 8+25 0.1785 0.58 I Q U I I I I 8+30 0.1825 0.58 I 4 VI I I I 8+35 0.1865 0.59 � Q VI I I I 8+40 0.1907 0.61 � Q VI I I I 8+45 0.1949 0.62 I 4 UI I I I 8+50 0.1992 0.62 I 4 UI I I I 8+55 0.2037 0.65 I 4 V I I I 9+ 0 0.2082 0.65 I 4 V ( I I 9+ 5 0.2128 0.67 I 4 V I I I g+10 0.2177 0.71 I 4 V I I I 9+15 0.2227 0.73 I 4 IV I I I 9+20 0.2277 0.74 I 4 IV I I I " g+25 0.2330 0.76 ( Q IV I I I 9+30 0.2383 0.77 I 4 IV . I I I 9+35 0.2436 0.78 I 4 I V I I I 9+40 0.2491 0.80 I 4 I V I I I 9+45 0.2547 0.81 I 4 I V I I I 9+50 0.2603 0.82 I 4 I V I I I 9+55 0.2661 0.84 I 4 I V I I I 10+ 0 0.2719 0.85 I 4 I V I I I . 10+ 5 0.2776 0,82 I 4 I V I I I 10+10 0.2822 0:67 I 4 I V I I I 10+15 0.2864 0.62 I 4 I U I I I 10+20 0.2905 0.60 I 4 I V I I I 10+25 0.2946 0.59 I 4 I V I I I 10+30 0.2986 0.58 I 4 I V I I I 10+35 0.3028 0.61 I 4 I U I I I 10+90 0.3077 0.71 I 4 I U I I I 10+45 0.3128 0.75 I 4 I V I I I 10+50 0.3181 0.77 I 4 I V I I I 10+55 0.3234 0.77 I 4 I V I I I 11+ 0 0.3287 0.77 I 4 I V I ( I 11+ 5 0.3340 0.77 I 4 I U I I I 11+10 0.3392 0.75 I 4 I V I I I 11+15 0.3443 0.74 I 4 I V I I I 11+20 0.3494 0.74 I 4 I V I I I 11+25 0.3545 0.74 I 4 I U' I I I 11+30 0.3596 0.74 I 4 I V I ( I 11+35 0.3646 0.73 � Q I U I I I 11+40 0.3693 0.68 I 4 I v I I I 11+45 0.3739 0.67 I 4 I U I I I 11+50 0.3785 0.67 I 4 I V I I I 11+55 0.3832 0.69 I 4 I UI I I 12+ 0 0.3880 0.69 I 4 I VI I I 12+ 5 0.3930 0.73 I 4 I UI I I 12+10 0.3991 0.88 I Q I VI I I 12+15 0.4055 0.93 I 4 I U I I. 12+20 0.4121 0.96 I 4 I V I I 12+25 0.4189 0.99 I 4 I V I I 12+30 0.4258 1.00 I 4 I IV I I . 12+35 0.4328 1.01 I 4 I IU I I 12+40 0.4401 1.06 I Q I IV I I 12+95 0.4475 1.07 I Q I I V I I 9 . 12+50 0.4550 1.09 I 4 I I V I I 12+55 0.4626 1.11 I 4 I I V I I 13+ 0 0.4703 1.12 I 4 I I V I I 13+ 5 0.4782 1.15 I Q I I V I I 13+10 0.4868 1.25 � Q I I V I I 13+15 0.4957 1.29 I 4 I I V I I 13+20 0.5047 1.31 � Q I I V I I 13+25 0.5138 1.31 I 4 I I V I I 13+30 0.5228 1.32 I 4 I I V I I 13+35 0.5315 1.27 � Q I I V I I 13+40 0.5387 1.03 I 4 I I V I I 13+95 0.5452 0.95 I 4 I I V I I 13+50 0.5515 0.91 I 4 I I U I I 13+55 0.5577 0.90 I 4 I I V I I 14+ 0 0.5638 0.90 I 4 I I V I I 14+ 5 0.5701 0.91 I 4 I I � I I 14+10 0.5770 1.00 I 4 I I U I I 14+15 0.5840 1.03 I 4 I I VI I 14+20 0.5912 1.03 I 4 I I UI I 14+25 0.5982 1.02 I 4 I I VI I 14+30 0.6051 1.01 I Q I I V I 14+35 0.6121 1.01 I 4 I I V I 14+40 0.6190 1.01 I 4 I I V I 14+45 0.6260 1.01 I 4 I I IV I 14+50 0.6329 1.00 I 4 I I IV I 14+55 0.6396 0.98 I 4 I I IV I 15+ 0 0.6464 0.97 I 4 I I I V I 15+ 5 0.6530 0.97 I 4 I I I V I 15+10 0.6595 0.94 I 4 I I I V I 15+15 0.6660 0.94 I 4 I I I V I 15+20 0.6723 0.93 I 4 I I I V I • 15+25 0.6786 0.91 I 4 I I I V I 15+30 0.6848 0.90 I Q I I I V I 15+35 0.6908 0.87 I 4 I I I V I 15+40 0.6962 0.79 I 4 I I I U I 15+45 0.7014 0.76 � Q I I I V I 15+50 0.7066 0.74 I 4 I I I V I 15+55 0.7116 0.74 I 4 I I I U I 16+ 0 0.7167 0.74 I 4 I I I U I 16+ 5 0.7213 0.67 I 4 I I I V I 16+10 0.7237 0.35 IQ I I I � I 16+15 0.7253 0.23 Q I I I V I 16+20 0.7266 0.18 Q I I I U I 16+25 0.7277 0.17 Q I I I V I 16+30 0.7288 0.16 Q I I I U I 16+35 0.7299 0.15 Q I I I V I 16+40 0.7308 0.13 Q °I I I V I 16+45 0.7316 0.12 Q I I I V I 16+50 0.7324 0.12 Q I I I V I 16+55 0.7332 0.12 Q I I I V I 17+ 0 0.7340 0.12 Q I I I V I 17+ 5 0.7399 0.13 Q I I I V I 17+10 0.7361 0.17 Q I I I V 'I 17+15 0.7373 0.18 Q I I I U I 17+20 0.7386 0.19 Q I I I V I 17+25 0.7400 0.19 Q I I I V I 17+30 0.7413 0.19 Q I I I V I 17+35 0.7426 0.19 Q ( I I V I 17+40 0.7440 0.19 Q I I I V I 17+45 0.7453 0.19 Q I I I U I 17+50 0.7466 0.19 Q I I I V I � 17+55 0.7477 0.17 Q I I I V I 18+ 0 0.7488 0.16 Q I I I � I 10 18+ 5 0.7499 0.16 Q I I I U I � 18+10 0.7510 0.16 Q I I I V I 18+15 0.7521 0.16 Q I I I V I 18+20 0.7531 0.16 Q I I ( V I 18+25 0.7542 0.16 Q I I I V I 18+30 0.7553 0.16 Q I I I U I 18+35 0.7563 0.15 Q I I I V I 18+40 0.7572 0.13 Q I I I V I 18+45 0.7580 0.12 Q I I I V I 18+50 0.7588 0.11 Q I I I V I 18+55 0.7594 0.09 Q I I I U I 19+ 0 0.7600 0.08 Q I I I V I 19+ 5 0.7606 0.08 Q I I I V I 19+10 0.7613 0.10 Q I I ( V I 19+15 0.7621 0.11 Q I I I V I 19+20 0.7629 0.12 Q I I I V I 19+25 0.7639 0.14 Q I ( I V I 19+30 0.7649 0.15 Q I I I V I 19+35 0.7659 0.15 Q I I I V I 19+40 0.7668 0.13 Q I ( I V I 19+45 0.7676 0.12 Q I I I V I 19+50 0.7684 0.11 Q I I I V I 19+55 0.7691 0.09 Q I I I V � 20+ 0 0.7696 0.08 Q I I I V I 20+ 5 0.7702 0.08 Q. I I I V I 20+10 0.7709 0.10 Q I I I V I 20+15 0.7717 0.11 Q I I I V I 20+20 0.7725 0.11 Q I I I V I 20+25 0.7733 0.12 Q I I I V I 20+30 0.7741 0.12 Q I I I V I 20+35 0.7749 0.12 Q I I I U I • 20+40 0.7757 0.12 Q I I I V I 20+45 0.7765 0.12 Q I I I V I 20+50 0.7772 0.11 Q I I I V I 20+55 0.7779 0.09 Q I I I V I 21+ 0 0.7784 0.08 Q I I ( V I 21+ 5 0.7790 0.08 Q I I I V I 21+10 0.7797 0.10 Q I I I v I 21+15 0.7805 0.11 Q I I I V I 21+20 0.7813 0.11 Q I I I UI 21+25 0.7819 0.09 Q I I I VI 21+30 0.7824 0.08 Q I I I VI 21+35 0.7B30 0.08 Q I I I VI 21+40 0.7837 0.10 Q I I I VI 21+45 0.7845 0.11 Q I I I VI 21+50 0.7853 0.11 Q I I I VI 21+55 0.7859 0.09 Q I I I VI 22+ 0 0.7864 0.08 Q I I I VI 22+ 5 0.7870 0.08 Q I I I VI 22+10 0.7877 0.10 Q I I I VI 22+15 0.7885 0.11 Q I I I UI 22+20 0.7893 0.11 Q I I I VI 22+25 0.7899 0.09 Q I I I U) 22+30 0.7905 0.08 Q I I I VI 22+35 0.7910 0.08 Q I I I VI 22+40 0.7915 0.08 Q I I I V� 22+45 0.7921 0.08 Q I I I VI 22+50 0.7926 0.08 Q I I I VI 22+55 0.7931 0.08 Q I I I VI 23+ 0 0.7937 0.08 Q I I I VI 23+ 5 0.7942 0.08 Q I I I VI • 23+10 0.7947 0.08 Q I I I VI 23+15 0.7953 0.08 Q I I I VI 11 23+20 0.7958 0.08 Q I I I VI • 23+25 0.7963 0.08 Q I I I. VI 23+30 0.7969 0.08 Q I I I VI 23+35 0.7974 0.08 4 I I I VI 23+40 0.7979 0.08 Q I I I VI . 23+45 0.7985 0.08 Q I I I VI 23+50 0.7990 0.08 Q I I I VI 23+55 0.7996 0.08 Q I I I VI 24+ 0 0.8001 0.08 Q I I I VI 24+ 5 0.8006 0.07 Q I I I VI 24+10 0.8007 0.03 4 I I I VI 24+15 0.8008 0.01 Q I I I UI 29+20 0.8008 0.00 Q I I I VI 24+25 0.8008 0.00 Q I I I VI 24+30 0.8008 0.00 Q I I I VI 24+35 0.8008 0.00 Q I I I VI ------- - ---- ------------------------- - ----------------------------- • � 12 � � lO-YEAR, 24-HOUR � . U n i t H y d r o g r a p h A n a 1 y s i s � Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 12/04/08 File: EXIST2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format TTM 30434 EXISTING CONDITION HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 10-YEAR STORM EVENT FILENAME: EXIST Drairiage Area = 40.45(Ac.) = 0.063 Sq. Mi. Drainaqe Area for Depth-Area Areal Adjustment = 40.45(Ac.) = 0.063 Sq. �� Mi . Length along longest watercourse = 2187.00(Ft.) Length along longest watercourse measured to centroid = 9A9.00(Ft.) Length along longest watercourse = 0.414 Mi. Length along longest watercourse measured to centroid = 0.180 Mi. Difference in elevation = 136.00(Ft.) Slope along watercourse = 328.3402 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.089 Hr. Lag time = 5.35 Min. 250 of lag time = 1.34 Min. 40% of lag time = 2.14 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = - 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 40.45 1.80 72.81 � 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 40.45 4.50 182.03 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) � Area Averaged 100-Year Rainfall = 4.500(In) 1 � Point rain (area averaged) = 2.911(In) Areal adjustment factor = 99.99 0 Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious o 40.450 81.91 0.040 Total Area Entered = 40.45(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.°s) (In/Hr) (Dec.) (In/Hr) 81.9 81.9 0.222 0.040 0.214 1.000 0.214 Sum (F) = 0.214 Area averaged mean soil loss (F) (In/Hr) = 0.214 Minimum soil loss rate ((In/Hr)) = 0.107 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.868 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time o of lag Distribution Unit Hydrograph (hrs) Graph o (CFS) --------------------------------------=------------------------------ 1 0.083 93.387 12.218 4.981 � 2 0.167 186.774 54.611 22.263 3 0.250 280.161 19.842 8.069 4 0.333 373.548 8.188 3.338 5 0.417 466.934 3.220 1.313 6 0.500 560.321 0.980 0.399 7 0.583 653.708 0.635 0.259 8 0.667 747.095 0.306 0.125 Sum = 100.000 Sum= 40.766 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.023 0.380 0.020 0.00 2 0.17 0.07 0.023 0.378 0.020 0.00 3 0.25 0.07 0.023 0.377 0.020 0.00 4 0.33 0.10 0.035 0.375 0.030 0.00 5 0.42 0.10 0.035 0.374 0.030 0.00 6 0.50 0.10 0.035 0.372 0.030 0.00 7 0.58 0.10 0.035 0.371 0.030 0.00 8 0.67 0.10 0.035 0.370 0.030 0.00 9 0.75 0.10 0.035 0.368 0.030 0.00 10 0.83 0.13 0.047 0.367 0.040 0.01 11 0.92 0.13 0.047 0.365 0.040 0.01 12 1.00 0.13 0.047 0.364 0.040 0.01 13 1.08 0.10 0.035 0.362 0.030 0.00 14 1.17 0.10 0.035 0.361 0.030 0.00 15 1.25 0.10 0.035 0.359 0.030 0.00 16 1.33 0.10 0.035 0.358 0.030 0.00 17 1.42 0.10 0.035 0.357 0.030 0.00 � 18 1.50 0.10 0.035 0.355 0.030 0.00 19 1.58 0.10 0.035 0.354 0.030 0.00 20 1.67 0.10 0.035 0.352 0.030 0.00 2 • 21 1.75 0.10 0.035 0.351 0.030 0.00 22 1.83 0.13 0.047 0.350 0.040 0.01 23 1.92 0.13 0.047 0.348 0.040 0.01 24 2.00 0.13 0.047 0.347 0.040 0.01 25 2.08 0.13 0.047 0.345 0.090 0.01 26 2.17 0.13 0.047 0.344 0.090 0.01 27 2.25 0.13 0.047 0.343 0.040 0.01 28 2.33 0.13 0.047 0.341 0.040 0.01 29 2.92 0.13 0.047 0.340 0.040 0.01 30 2.5,0 0.13 0.047 0.338 0.040 0.01 31 2.58 0.17 0.058 0.337 0.051 0.01 32 2.67 0.17 0.058 0.336 0.051 0.01 33 2.75 0.17 0.058 0.334. 0.051 0.01 34 2.83 0.17 0.058 0.333 0.051 0.01 35 2.92 0.17 0.058 0.331 0.051 0.01 36 3.00 0.17 0.058 0.330 0.051 0.01 37 3.08 0.17 0.058 0.329 0.051 0.01 38 3.17 0.17 0.058 0.327 0.051 0.01 39 3.25 0.17 0.058 0.326 0.051 0.01 40 3.33 0.17 0.058 0.325 0.051 0.01 41 3.42 0.17 0.058 0.323 0.051 0.01 42 3.50 0.17 0.058 0.322 0.051 0.01 43 3.58 0.17 0.058 0.321 0.051 0.01 44 3.67 0.17 0.058 0.319 0.051 0.01 45 3.75 0.17 0.058 0.318 0.051 0.01 46 3.83 0.20 0.070 0.317 0.061 0.01 47 3.92 0.20 0.070 0.315 0.061 0.01 48 4.00 0.20 0.070 0.314 0.061 0.01 49 4.08 0.20 0.070 0.313 0.061 0.01 50 4.17 0.20 0.070 0.311 0.061 0.01 51 4.25 0.20 0.070 0.310 0.061 0.01 • 52 4.33 0.23 0.081 0.309 0.071 0.01 53 4.42 0.23 0.081 0.307 0.071 0.01 54 4.50 0.23 0.081 0.306 0.071 0.01 55 9.58 0.23 0.081 0.305 0.071 0.01 56 4.67 0.23 0.081 0.303 0.071 0.01 57 9.75 0.23 0.081 0.302 0.071 0.01 58 4.83 0.27 0.093 0.301 0.081 0.01 59 4.92 0.27 0.093 0.299 0.081 0.01 60 5.00 0.27 0.093 0.298 0.081 0.01 61 5.08 0.20 0.070 0.297 0.061 0.01 62 5.17 0.20 0.070 0.296 0.061 0.01 63 5.25 0.20 0.070 0.294 0.061 0.01 64 5.33 0.23 0.081 0.293 0.071 0.01 65 5.92 0.23 0.081 0.292 0.071 0.01 66 5.50 0.23 0.081 0.290 0.071 0.01 67 5.58 0.27 0.093 0.289 0.081 0.01 68 5.67 0.27 0.093 0.288 0.081 0.01 69 5.75 0.27 0.093 0.287 0.081 0.01 70 5.83 0.27 0.093 0.285 0.081 0.01 71 5.92 0.27 0.093 0.284. 0.081 0.01 72 6.00 0.27 0.093 0.283 0.081 0.01 73 6.08 0.30 0.105 0.282 0.091 0.01 74 6.17 0.30 0.105 0.280 0.091 0.01 75 6.25 0.30 0.105 0.279 0.091 -0.O1 76 6.33 0.30 0.105 0.278 0.091 0.01 77 6.42 0.30 0.105 0.277 0.091 0.01 76 6.50 0.30 0.105 0.275 0.091 0.01 79 6.58 0.33 0.116 0.274 0.101 0.02 80 6.67 0.33 0.116 0.273 0.101 0.02 81 6.75 0.33 0.116 0.272 0.101 0.02 • 82 6.83 0.33 0.116 0.270 0.101 0.02 83 6.92 0.33 0.116 0.269 0.101 0.02 3 • 84 7.00 0.33 0.116 0.268 0.101 0.02 85 7.08 0.33 0.116 0.267 0.101 0.02 86 7.17 0.33 0.116 0.265 0.101 0.02 87 7.25 0.33 0.116 0.264 0.101 0.02 88 7.33 0.37 0.128 0.263 0.111 0.02 89 7.42 0.37 0.128 0.262 0.111 0.02 90 7.50 0.37 0.128 0.261 0.111 0.02 91 7.58 0.40 0.140 0.259 0.121 0.02 92 7.67 0.40 0.140 0.258 0.121 0.02 93 7.75 0:40 0.140 0.257 0.121 0.02 94 7.63 0.43 0.151 0.256 0.131 0.02 95 7.92 0.43 0.151 0.255 0.131 0.02 96 8.00 0.43 0.151 0.254 0.131 0.02 97 8.08 0.50 0.175 0.252 0.152 0.02 • 98 8.17 0.50 0.175 0.251 0.152 0.02 99 8.25 0.50 0.175 0.250 0.152 0.02 100 8.33 0.50 0.175 0.249 0.152 0.02 101 8.42 0.50 0.175 0.248 0.152 0.02 102 8.50 0.50 0.175 0.297 0.152 0.02 103 8.58 0.53 0.186 0.245 0.162 0.02 104 8.67 0.53 0.186 0.244 0.162 0.02 105 8.75 0.53 0.186 0.243 0.162 0.02 106 8.83 0.57 0.198 0.242 0.172 0.03 107 8.92 0.57 0.198 0.291 0.172 0.03 108 9.00 0.57 0.198 0.240 0.172 0.03 109 9.08 0.63 0.221 0.236 0.192 0.03 110 9.17 0.63 0.221 0.237 0.192 0.03 111 9.25 0.63 0.221 0.236 0.192 0.03 112 9.33 0.67 0.233 0.235 0.202 0.03 113 9.42 0.67 0.233 0.234 0.202 0.03 • 114 9.50 0.67 0.233 0.233 0.202 0.03 115 9.58 0.70 0:244 0.232 0.01 116 9.67 0.70 0.294 0.231 0.01 117 9.75 0.70 0.244 0.230 --- 0.01 118 9.83 0.73 0.256 0.228 --- 0.03 119 9.92 0.73 0.256 0.227 --- 0.03 120 10.00 0.73 0.256 0.226 --- 0.03 121 10.08 0.50 0.175 0.225 0.152 0.02 122 10.17 0.50 0.175 0.224 0.152 0.02 123 10.25 0.50 0.175 0.223 0.152 0.02 124 10.33 0.50 0.175 0.222 0.152 0.02 125 10.42 0.50 0.175 0.221 0.152 0.02 126 10.50 0.50 0.175 0.220 0.152 0.02 127 10.58 0.67 0.233 0.219 --- 0.01 128 10.67 0.67 0.233 0.218 --- 0.02 129 10.75 0.67 0.233 0.217 --- 0.02 130 10.83 0.67 0.233 0.215 --- 0.02 131 10.92 0.67 0.233 0.214 --- 0.02 132 11.00 0.67 0.233 0.213 --- 0.02 133 11.08 0.63 0.221 0.212 --- 0.01 134 11.17 0.63 0.221 0.211 --- 0.01 135 11.25 0.63 0.221 0.210 --- 0.01 136 11.33 0.63 0.221 0.209 --- 0.01 137 11.42 0.63 0.221 0.208 --- 0.01 138 11.50 0.63 0.221 0.207 --- 0.01 139 11.58 0.57 0.198 0.206 0.172 0.03 140 11.67 0.57 0.198 0.205 0.172 0.03 141 11.75 0.57 0.198 0.204 0.172 0.03 142 11.83 0.60 0.210 0.203 --- 0.01 143 11.92 0.60 0.210 0.202 --- 0.01 • 144 12.00 0.60 0.210 0.201 =_= 0.01 145 12.08 0.83 0.291 0.200 0.09 146 12.17 0.83 0.291 0.199 0.09 4 • 147 12.25 0.83 0.291 0.198 =_= 0.09 148 12.33 0.87 0.303 0.197 0.11 149 12.42 0.87 0.303 0.196 0.11 150 12.50 0.87 0.303 0.195 --- 0.11 151 12.58 0.93 0.326 0.194 --- 0.13 152 12.67 0.93 0.326 0.193 --- 0.13 153 12.75 0.93 0.326 0.192 --- 0.13 154 12.83 0.97 0.338 0.191 --- 0.15 155 12.92 0.97 0.338 0.190 --- 0.15 156 13.00 0.97 0.338 0.189 --- 0.15 157 13.08 1.13 0.396 0.188 --- 0.21 158 13.17 1.13 0.396 0.187 --- 0.21 159 13.25 1.13 0.396 0.186 --- 0.21 160 13.33 1.13 0.396 0.185 --- 0.21 161 13.42 1.13 0.396 0.184 --- 0.21 162 13.50 1.13 0.396 0.183 --- 0.21 163 13.58 0.77 0.268 0.183 --- 0.09 164 13.67 0.77 0.268 0.182 --- 0.09 165 13.75 0.77 0.268 0.181 --- 0.09 166 13.83 0.77 0.268 0.180 --- 0.09 167 13.92 0.77 0.268 0.179 --- 0.09 168 14.00 0.77 0.268 0.178 -- 0.09 169 14.08 0.90 0.314 0.177 --- 0.14 170 14.17 0.90 0.314 0.176 --- 0.14 171 14.25 0.90 0.314 0.175 --- 0.14 172 14,33 0.87 0.303 0.174 --- 0.13 173 19.42 0.87 0.303 0.173 --- 0.13 174 14.50 0.87 0.303 0.173 --- 0.13 175 14.58 0.87 0.303 0.172 --- 0.13 176 14.67 0.87 0.303 0.171 --- 0.13 � 177 14.75 0.87 0.303 0.170 =_= 0.13 178 14.83 0.83 0.291 0.169 0.12 179 14.92 0.83 0.291 0.168 0.12 180 15.00 0.83 0.291 0.167 --- 0.12 181 15.08 0.80 0.279 0.166 --- 0.11 182 15.17 0.80 0.279 0.166 --- 0.11 183 15.25 0.80 0.279 0.165 --- 0.11 184 15.33 0.77 0.268 0.164 --- 0.10 185 15.42 0.77 0.268 0.163 --- 0.10 186 15.50 0.77 0.268 0.162 --- 0.11 187 15.58 0.63 0.221 0.161 --- 0.06 188 15.67 0.63 0.221 0.161 --- 0.06 189 15.75 0.63 0.221 0.160 --- 0.06 190 15.83 0.63 0.221 0.159 --- 0.06 191 15.92 0.63 0.221 0.158 --- 0.06 192 16.00 0.63 0.221 0.157 --- 0.06 193 16.08 0.13 0.047 0.157 0.040 0.01 194 16.17 0.13 0.047 0.156 0.040 0.01 195 16.25 0.13 0.047 0.155 0.040 0.01 196 16.33 0.13 0.047 0.154 0.040 0.01 197 16.42 0.13 0.047 0.153 0.040 0.01 198 16.50 0.13 0.047 0.153 0.040 0.01 199 16.58 0.10 0.035 0.152 0.030 0.00 ' 200 16.67 0.10 0.035 0.151 0.030 0.00 201 16.75 0.10 0.035 0.150 0.030 0.00 202 16.83 0.10 0.035 0.149 0.030 0.00 203 16.92 0.10 0.035 0.149 0.030 0.00 204 17.00 0.10 0.035 0.148 0.030 0.00 205 17.08 0.17 0.058 0.147 0.051 0.01 206 17.17 0.17 0.058 0.146 0.051 0.01 207 17.25 0.17 0.058 0.146 0.051 0.01 0 208 17.33 0.17 0.058 0.145 0.051 0.01 209 17.42 0.17 0.058 0.149 0.051 0.01 5 • 210 17.50 0.17 0.058 0.144 0.051 0.01 211 17.58 0.17 0.058 0.143 0.051 0.01 212 17.67 0.17 0.058 0.142 0.051 0.01 213 17.75 0.17 0.058 0.141 0.051 0.01 214 17.83 0.13 0.047 0.141 0.040 0.01 215 17.92 0.13 0.047 0.140 0.040 0.01 216 18.00 0.13 0.047 0.139 0.040 0.01 217 18.08 0.13 0.047 0.139 0.040 0.01 218 18.17 0.13 0.047 0.138 0.040 0.01 219 18.25 0.13 0.047 0.137 0.040 0.01 220 18.33 0.13 0.047 0.137 0.040 0.01 221 18.42 0.13 0.047 0.136 0.040 0.01 222 18.50 0.13 0.047 0.135 0.040 0.01 223 18.58 0.10 0.035 0.135 0.030 0.00 224 18.67 0.10 0.035 0.134 0.030 0.00 225 18.75 0.10 0.035 0.133 0.030 0.00 226 18.83 0.07 0.023 0.133 0.020 0.00 227 18.92 0.07 0.023 0.132 0.020 0.00 228 19.00 0.07 0.023 0.131 0.020 0.00 229 19.08 0.10 0.035 0.131 0.030 0.00 230 19.17 0.10 0.035 0.130 0.030 0.00 231 19.25 0.10 0.035 0.130 0.030 0.00 232 19.33 0.13 0.047 0.129 0.040 0.01 233 19.42 0.13 0.047 0.128 0.040 0.01 234 19.50 0.13 0.047 0.128 0.040 0.01 235 19.58 0.10 0.035 0.127 0.030 0.00 236 19.67 0.10 0.035 0.127 0.030 0.00 237 19.75 0.10 0.035 0.126 0.030 0.00 238 19.83 0.07 0.023 0.126 0.020 0.00 239 19.92 0.07 0.023 0.125 0.020 0.00 • 240 20.00 0.07 0.023 0.124 0.020 0.00 241 20.08 0.10 0.035 0.124 0.030 0.00 242 20.17 0.10 0.035 0.123 0.030 0.00 243 20.25 0.10 0.035 0.123 0.030 0.00 244 20.33 0.10 0.035 0.122 0.030 0.00 245 20.42 0.10 0.035 0.122 0.030 0.00 246 20.50 0.10 0.035 0.121 0.030 0.00 247 20.58 0.10 0.035 0.121 0.030 0.00 248 20.67 0.10 0.035 0.120 0.030 0.00 299 20.75 0.10 0.035 0.120 0.030 0.00 250 20.83 0.07 0.023 0.119 0.020 0.00 251 20.92 0.07 0.023 0.119 0.020 0.00 252 21.00 0.07 0.023 0.118 0.020 0.00 253 21.08 0.10 0.035 0.118 0.030 0.00 254 21.17 0.10 0.035 0.117 0.030 0.00 255 21.25 0.10 0.035 0.117 0.030 0.00 256 21.33 0.07 0.023 0.116 0.020 0.00 257 21.42 0.07 0.023 0.116 0.020 0.00 258 21.50 0.07 0.023 0.116 0.020 0.00 259 21.58 0.10 0.035 0.115 0.030 0.00 260 21.67 0.10 0.035 0.115 0.030 0.00 261 21.75 0.10 0.035 0.114 0.030 0.00 262 21.83 0.07 0.023 0.114 0.020 0.00 263 21.92 0.07 0.023 0.113 0.020 0.00 264 22.00 0.07 0.023 0.113 0.020 0.00 265 22.08 0.10 0.035 0.113 0.030 0.00 266 22.17 0.10 0.035 0.112 0.030 0.00 267 22.25 0.10 0.035 0.112 0.030 0.00 268 22.33 0.07 0.023 0.112 0.020 0.00 269 22.42 0.07 0.023 0.111 0.020 0.00 • 270 22.50 0.07 0.023 0.111 0.020 0.00 271 22.58 0.07 0.023 0.111 0.020 0.00 272 22.67 0.07 0.023 0.110 0.020 0.00 6 273 22.75 0.07 0.023 0.110 0.020 0.00 • 274 22.83 0.07 0.023 0.110 0.020 0.00 275 22.92 0.07 0.023 0.109 0.020 0.00 276 23.00 0.07 0.023 0.109 0.020 0.00 277 23.08 0.07 0.023 0.109 0.020 0.00 278 23.17 0.07 0.023 0.109 0.020 0.00 279 23.25 0.07 0.023 0.108 0.020 0.00 280 23.33 0.07 0.023 0.108 0.020 0.00 281 23.42 0.07 0.023 0.108 0.020 0.00 282 23.50 0.07 0.023 0.108 0.020 0.00 283 23.58 0.07 0.023 0.108 0.020 0.00 284 23.67 0.07 0.023 0.108 0.020 0.00 285 23.75 0.07 0.023 0.107 0.020 0.00 286 23.83 0.07 0.023 0.107 0.020 0.00 287 23.92 0.07 0.023 0.107 0.020 0.00 288 24.00 0.07 0.023 0.107 0.020 0.00 s,� = 10 0. o s,�m = a. 2 Flood volume = Effective rainfall 0.68(In) times area 40.5(Ac.)/[(In)/(Ft.)] = 2.3(Ac.Ft) Total soil loss = 2.23(In) Total soil loss = 7.504(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 100480.0 Cubic Feet Total soil loss = 326889.5 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 8.584(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H 0 U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- � Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q I ( I I 0+10 0.0007 0.08 Q I I I I 0+15 0.0014 0.11 4 I I I I 0+20 0.0023 0.13 Q I I I I 0+25 0.0034 0.16 Q I I I I 0+30 0.0047 0.18 Q I I I I 0+35 0.0059 0.18 Q I I I I 0+40 0.0072 0.19 Q I I I I 0+45 0.0085 0.19 Q I I I I 0+50 0.0099 0.20 Q I I I I 0+55 0.0114 0.23 Q I I I I l+ 0 0.0131 0.24 Q I ( I I 1+ 5 0.0148 0.24 Q I I I I 1+10 0.0162 0.21 Q I I I I 1+15 0.0175 0.20 Q I I I I 1+20 0.0189 0.19 Q I I I I 1+25 0.0202 0.19 Q I I I I 1+30 0.0215 0.19 Q I I I I 1+35 0.0228 0.19 Q I I I I 1+40 0.0241 0.19 Q I I I I 1+45 0.0253 0.19 Q I I I I 1+50 0.0267 0.20 Q I I I I 1+55 0.0283 0.23 Q I I I I 2+ 0 0.0300 0.24 4 I I I I 2+ 5 0.0317 0.25 Q I I I I � 2+10 0.0334 0.25 Q I I I I 2+15 0.0351 0.25 V4 I I I I . 7 � 2+20 0.0368 0.25 VQ I I I I 2+25 0.0385 0.25 VQ I I I I 2+30 0.0903 0.25 VQ I I ( I 2+35 0.0421 0.26 VQ I I I I 2+40 0.0441 0.29 VQ I I I I 2+45 0.0462 0.31 VQ I I I I 2+50 0.0483 0.31 VQ I I I I 2+55 0.0505 0.31 VQ I I I I 3+ 0 0.0526 0.31 VQ I I I I 3+ 5 0.0548 0.31 VQ I I I I 3+10 0.0569 0.31 VQ I I I I 3+15 0.0591 0.31 14 I I I I 3+20 0.0612 0.31 14 I I I I 3+25 0.0634 0.31 14 I I I I 3+30 0.0656 0.31 IQ I I I I 3+35 0.0677 0.31 14 I I I I 3+40 0.0699 0.31 14 I I I I 3+45 0.0720 0.31 14 I I I I 3+50 0.0742 0.32 14 I I I I 3+55 0.0767 0.36 14 I I I I 4+ 0 0.0792 0.37 14 I I I I 9+ 5 0.0818 0.37 14 I I I I 4+10 0.0844 0.37 14 I I I I 4+15 0.0870 0.38 14 I I I I 4+20 0.0896 0.38 14 I I I I 4+25 0.0925 0.42 14 I I I I 4+30 0.0954 0.43 14 I I I I 4+35 0.0984 0.44 14 I I I I 4+40 0.1015 0.44 14 I I I I 4+45 0.1045 0.44 14 I I I I � 4+50 0.1076 0.45 14 I I I I 4+55 0.1109 0:48 14 I I I I 5+ 0 0.1143 0.49 14 I I I I 5+ 5 0.1176 0.48 14U I I I I 5+10 0.1205 0.42 �QV I I I I 5+15 0.1232 0.39 14V I I I I 5+20 0.1258 0.39 14v I I I I 5+25 0.1287 0.42 14V I I I I 5+30 0.1317 0.43 14U I I I I 5+35 0.1348 0.44 14V I I I I 5+40 0.1381 0.48 14V I I I I 5+45 0.1415 0.49 14V I I I I 5+50 0.1449 0.50 14V I I I I 5+55 0.1483 0.50 I 4 I I I I 6+ 0 0.1518 0.50 I Q I I I I 6+ 5 0.1553 0.51 I 4 I I I I 6+10 0.1590 0.54 I 4 I ' I I I 6+15 0.1629 0.56 I 4 I I I I 6+20 0.1667 0.56 I 4 I I I I 6+25 0.1706 0.56 I Q I I I I 6+30 0.1745 0.56 I 4V I I I I 6+35 0.1784 0.57 I 4U I I I I 6+40 0.1826 0.61 I 4V I I I I. 6+45 0.1868 0.62 I 4U I I I I 6+50 0.1911 0.62 I 4V I I I I 6+55 0.1954 0.63 I 4U I I I I 7+ 0 0.1998 0.63 I 4V I I I I 7+ 5 0.2041 0.63 I 4U I I I I 7+10 0.2084 0.63 I 4V I I I I 7+15 0.2127 0.63 I 4V I I I I • 7+20 0.2171 0.63 I 4U i I I I 7+25 0.2217 0.67 � QV I I I I 7+30 0.2264 0.68 � QV I I I I g • 7+35 0.2312 0.69 I 4 U I I I I 7+40 0.2362 0.73 I 4 V I I I I 7+45 0.2413 0.74 I 4 V I I I I 7+50 0.2465 0.76 I 4U I I I I 7+55 0.2520 0.79 � QV I I I I 8+ 0 0.2575 0.81 I 4V I I I I 8+ 5 0.2632 0.83 I 4V I I I I 8+10 0.2694 0.90 I 4V I I I I 8+15 0.2758 0.92 I 4V I I I I 8+20 0.2822 0.93 I 4U I I I I 8+25 0.2886 0.94 � Q V I I I I 8+30 0.2951 0.94 I 4 U I I I I 8+35 0.3016 0.95 � Q V I I I I 8+40 0.3084 0.98 I 4 V I I I I 8+95 0.3152 0.99 � Q V I I I I 8+50 0.3222 1.01 � QV I I I I 8+55 0.3294 1.04 I 4U I I I I 9+ 0 0.3366 1.06 I 4V I I I I 9+ 5 0.3441 1.08 I QV I I I I g+10 0.3520 1.15 I 4 V I I I I 9+15 0.3601 1.17 I 4 V I I I I 9+20 0.3683 1.19 I 4 V I I I I 9+25 0.3767 1.23 I 4 V I I I I 9+30 0.3853 1.24 I 4 U I I I I 9+35 0.3933 1.16 I 4 V I I I I 9+40 0.3986 0.77 I 4 V I I I I 9+45 0.4031 0.65 I 4 U I I I I 9+50 0.4078 0.69 I Q V I I I I 9+55 0.4145 0.97 I 4 V I I I I 10+ 0 0.4221 1.10 I 4 U I I I I � 10+ 5 0.9299 1.14 I 4 V I I I I 10+10 0.9369 1.01 I 4 U I I I I 10+15 0.4436 0.97 I 4 V I I I I 10+20 0.4501 0.95 I 4 V I I I I 10+25 0.4567 0.95 I 4 V I I I I 10+30 0.4631 0.94 I 4 V I I I I 10+35 0.4693 0.90 I 4 V I I I I 10+40 0.4742 0.70 I 4 � I I I I 10+45 0.4787 0.66 I 4 U I I I I 10+50 0.4833 0.67 I 4 V I I I I 10+55 0.4882 0.70 I 4 v I I I I 11+ 0 0.4933 0.74 � Q V � I I I 11+ 5 0.4982 0.72 I 4 U I I I I 11+10 0.5017 0.50 � Q V I I I I 11+15 0.5048 0.45 IQ U I I I I 11+20 0.5079 0.46 14 V I I I I 11+25 0.5112 0.48 14 U I I I I 11+30 0.5148 0.52 I 4 V I I I I 11+35 0.5191 0.61 I 4 VI I ( I 11+40 0.5252 0.89 I 4 VI I I I 11+45 0.5321 1.00 I 4 VI I I I 11+50 0.5386 0.94 I 4 VI I I I 11+55 0.5422 0.53 I 4 VI I I 1 12+ 0 0.5450 0.40 IQ UI I I I 12+ 5 0.5503 0.78 I 4 VI I I I 12+10 0.5683 2.61 I U4 I I I 12+15 0.5911 3.30 I U 4 I I I 12+20 0.6163 3.67 I U 4 I I I 12+25 0.6444 4.07 I IV 4 I I I 12+30 0.6736 4.24 I IU 4 I I I 12+35 0.7043 4.46 � I V Q I I I � 12+40 0.7390 5.04 � I U 4 I I 12+45 0.7753 5.27 I I V 14 I I 9 • 12+50 0.8129 5.45 I I V IQ I I � 12+55 0.8527 5.78 � I V I 4 I I 13+ 0 0.8935 5.93 I I V I 4 I I 13+ 5 0.9369 6.30 I I V I 4 I I 13+10 0.9896 7.65 I I V I 4 I 13+15 1.0459 8.17 I I V I I 4 I 13+20 1.1038 8.41 � � V� � Q � 13+25 1.1625 8.52 I I V I 4 I 13+30 1.2216 8.58 I I IV I 4 I 13+35 1.2767 8.00 I I I V 14 I 13+40 1.3125 5.19 I I Q � I I 13+95 1.3413 4.19 I I 4 I V I I 13+50 1.3675 3.80 I I 4 I V I I 13+55 1.3928 3.67 I I 4 I V I I 14+ 0 1.9180 3.66 I I 4 I U I I 14+ 5 1.4449 3.90 I I 4 I V I I 14+10 1.4790 4.95 I I 41 V I I 14+15 1.5160 5.37 � � 14 U I I 14+20 1.5539 5.50 I I I 4 V I I 14+25 1.5906 5.34 I I IQ U I I 14+30 1.6272 5.30 I I 14 V I I 14+35 1.6637 5.31 � I 14 V I I 14+40 1.7005 5.34 I I IQ UI I 14+45 1.7375 5.37 I I 14 V I 14+50 1.7743 5.34 I I 14 V I 14+55 1.8095 5.12 I I 4 IV I 15+ 0 1.8444 5.06 I I 4 IV I 15+ 5 1.8788 5.00 I I QI I V ( 15+10 1.9116 . 4.76 I I 41 I V I 15+15 1.9439 4.69 I I 4 I I V I � 15+20 1.9758 4.63 � I 4 I I V I 15+25 2.0060 4.39 I I 4 I I V I 15+30 2.0358 4.32 I I Q I I V I 15+35 2.0639 4.08 I I 4 I I V I 15+40 2.0850 3.06 I I Q I I V I 15+45 2.1037 2.72 I 4 I I V I 15+50 2.1216 2.59 I Q I I V I 15+55 2.1392 2.56 I Q I I V I 16+ 0 2.1570 2.58 I 4 I I V I 16+ 5 2.1728 2.31 I 41 I I V I 16+10 2.1799 1.02 I 4 I I I V I 16+15 2.1838 0.56 I 4 I I I V I 16+20 2.1863 0.37 14 I I I V I 16+25 2.1883 0.30 14 I I I V I 16+30 2.1902 0.27 �Q I I I V I 16+35 2.1919 0.25 14 I I I V I 16+40 2.1934 0.21 Q I I I V I 16+45 2.1947 0.20 Q I I I V I 16+50 2.1961 0.19 Q I I I V I 16+55 2.1974 0.19 Q I I I V I 17+ 0 2.1987 0.19 Q I I I V I 17+ 5 2.2001 0.20 4 I I I v I 17+10 2.2019 0.27 14 I I I V I 17+15 2.2040 0.30 14 I I I V I 17+20 2.2061 0.31 14 I I I V I 17+25 2.2082 0.31 14 I ( I V I 17+30 2.2104 0.31 IQ I I I V I 17+35 2.2125 0.31 IQ I I I V I 17+40 2.2147 0.31 IQ I I I V I 17+45 2.2169 0.31 IQ I I I V I � 17+50 2.2190 0.31 �Q I I I � I 17+55 2.2208 0.27 14 I I I V I 18+ 0 2.2226 0.26 14 I I I V I 10 18+ 5 2.2244 0.25 IQ I I I V I � 18+10 2.2261 0.25 14 I I I V I 18+15 2.2278 0.25 14 I I I V I 18+20 2.2296 0.25 14 I I I V I 18+25 2.2313 0.25 14 I I I V I 18+30 2.2330 0.25 14 I I I V I 18+35 2.2347 0.24 Q I I I V I 18+90 2.2361 0.21 Q I I I V I 18+45 2.2375 0.20 Q I I I V I 18+50 2.2387 0.18 Q I I I V I 18+55 2.2398 0.15 Q I I I V I 19+ 0 2.2407 0.13 Q I I I V I 19+ 5 2.2416 0.14 Q I I I V I 19+10 2.2428 0.17 •Q I I I V I 19+15 2.2440 0.18 Q I I I V I 19+20 2.2453 0.19 Q I I I V I 19+25 2.2469 0.23 Q I I.� I V I 19+30 2.2486 0.24 Q I I I V I 19+35 2.2502 0.24 Q I I I VI 19+40 2.2517 0.21 Q I I I VI 19+45 2.2530 0.20 Q I I I VI 19+50 2.2543 0.18 Q I I I VI 19+55 2.2553 0.15 Q I I I UI 20+ 0 2.2562 0.13 Q I I I UI 20+ 5 2.2572 0.14 Q I I I VI 20+10 2.2583 0.17 Q I I I UI 20+15 2.2596 0.18 Q I I I �I 20+20 2.2608 0.19 Q I I I VI 20+25 2.2621 0.19 Q I I I VI 20+30 2.2634 0.19 Q I I I VI 20+35 2.2647 0.19 Q I I I VI � 20+40 2.2660 0.19 Q I I I UI 20+45 2.2673 0:19 Q I I I VI 20+50 2.2685 0.18 Q I I I VI 20+55 2.2695 0.15 Q I I I UI 21+ 0 2.2705 0.13 Q I I I VI 21+ 5 2.2714 0.14 Q I I I VI 21+10 2.2726 0.17 Q I I I �I 21+15 2.2738 0.18 Q I I I UI 21+20 2.2750 0.18 Q I I I VI 21+25 2.2760 0.14 Q I I I VI 21+30 2.2769 0.13 Q I I I VI 21+35 2.2779 0.14 Q I I I UI 21+40 2.2790 0.17 Q I I I VI 21+45 2.2803 0.18 Q I I I VI 21+50 2.2815 0.18 Q I I I UI 21+55 2.2825 0.14 Q I I I VI 22+ 0 2.2834 0.13 Q I I i VI 22+ 5 2.2844 0.14 Q I I I VI 22+10 2.2855 0.17 Q I I I VI 22+15 2.2868 0.18 4 I I I VI 22+20 2.2880 0.18 Q I I I UI 22+25 2.2890 0.14 Q I I I UI 22+30 2.2899 0.13 Q I I I VI 22+35 2.2908 0.13 Q I I I VI 22+40 2.2917 0.13 4 I I I VI 22+45 2.2925 0.13 Q I I I VI 22+50 2.2934 0.13 Q I I I VI 22+55 2.2942 0.13 Q I I I VI 23+ 0 2.2951 0.13 Q I I I VI 23+ 5 2.2960 0.13 Q I I I V) • 23+10 2.2968 0.13 Q I I I UI 23+15 2.2977 0.13 Q I I I VI 11 23+20 2.2986 0.13 Q I I I VI 23+25 2.2994 0.13 4 I I I VI S 23+30 2.3003 0.13 Q I I I VI 23+35 2.3012 0.13 Q I I I VI 23+40 2.3020 0.13 Q I I I VI 23+45 2.3029 0.13 Q I I I VI 23+50 2.3037 0.13 Q I I I VI 23+55 2.3046 0.13 Q I I I UI 24+ 0 2.3055 0.13 Q I I I VI 24+ 5 2.3062 0.11 Q I I I VI 24+10 2.3065 0.04 Q I I I VI 24+15 2.3066 0.02 Q I I I UI 24+20 2.3067 0.01 Q I I I VI 24+25 2.3067 0.00 Q I I I VI 29+30 2.3067 0.00 Q I I I VI 24+35 2.3067 0.00 Q I I I V ----------------------------------------------------------------------- � � IZ • � APPENDIX C : POST-PROJECT CONDITION ONSITE UNIT HYDROGRAPH HYDROLOGY • � � APPENDIX C.l: UNIT HYDROGRAPH ANALYSIS� AREA "A" � • • 2-YEAR� 24-Houtt • • U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 File: AREAAP242242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 30434 PROPOSED CONDITION ONSITE HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 2-YEAR STORM EVENT FILENAME: AREAAP292 -------------------------------------------------------------------- • Drainage Area = 10.17(Ac.) = 0.016 Sq. Mi. - Drainage Area for Depth-Area Areal Adjustment = 10.17(Ac.) 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.218 Hr. Lag time = 13.08 Min. 25°s of lag time = 3.27 Min. 40% of lag time = 5.23 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 10.17 1.80 18.31 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 10.17 4.50 45.77 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 0 Adjusted average point rain = 1.800(In) S Sub-Area Data: 1 � Area(Ac.) Runoff Index Impervious % 10.170 67.70 0.305 Total Area Entered = 10.17(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-1 (In/Hr) (Dec.°s) (In/Hr) (Dec.) (In/Hr) 67.7 98.2 0.589 0.305 0.427 1.000 0.427 Sum (F) = 0.427 Area averaged mean soil loss (F) (In/Hr) = 0.42� Minimum soil loss rate ((In/Hr)) = 0.214 (for 29 hour storm duration) Soil low loss rate (decimal) = 0.656 U n i t H y d r o g r a p h FOOTHILL S-Curve Unit Hydrograph Data Unit time period Time � of lag Distribution Unit Hydrograph (hrs) Graph ° s (CFS) 1 0.083 38.226 2.946 0.302 2 0.167 76.453 10.735 1.100 3 0.250 114.679 28.489 2.920 4 0.333 152.905 24.391 2.500 5 0.417 191.131 10.359 1.062 6 0.500 229.358 6.909 0.708 7 0.583 267.584 4.891 0.501 B 0.667 305.810 3.598 0.369 • 9 0.750 344.037 2.602 0.267 10 0.833 382.263 1.795 0.184 11 0.917 420.489 1.137 0.117 12 1.000 458.716 0.523 0.054 13 1.083 496.942 0.405 0.092 14 1.167 535.168 0.318 0.033 15 1.250 573.394 0.244 0.025 16 1.333 611.621 0.293 0.030 17 1.417 649.847 0.190 0.019 18 1.500 688.073 0.115 0.012 19 1.583 726.300 0.062 0.006 Sum = 100.000 Sum= 10.249 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.014 0.758 0.009 0.00 2 0.17 0.07 0.019 0.755 0.009 0.00 3 0.25 0.07 0.014 0.752 0.009 0.00 4 0.33 0.10 0.022 0.749 0.014 0.01 5 0.42 0.10 0.022 0.746 0.014 0.01 � 6 0.50 0.10 0.022 0.743 0.014 0.01 7 0.58 0.10 0.022 0.740 0.014 0.01 8 0.67 0.10 0.022 0.737 0.014 0.01 9 0.75 0.10 0.022 0.735 0.014 0.01 10 0.83 0.13 0.029 0.732 0.019 0.01 11 0.92 0.13 0.029 0.729 0.019 0.01 12 1.00 0.13 0.029 0.726 0.019 0.01 13 1.08 0.10 0.022 0.723 0.014 0.01 � 14 1.17 0.10 0.022 0.720 0.014 0.01 15 1.25 0.10 0.022 0.717 0.014 0.01 2 • 16 1.33 0.10 0.022 0.714 0.014 0.01 17 1.42 0.10 0.022 0.712 0.014 0.01 18 1.50 0.10 0.022 0.709 0.014 0.01 19 1.58 0.10 0.022 0.706 0.014 0.01 20 1.67 0.10 0.022 0.703 0.019 0.01 21 1.75 0.10 0.022 0.700 0.014 0.01 22 1.83 0.13 0.029 0.697 0.019 0.01 23 1.92 0.13 0.029 0.695 0.019 0.01 , 24 2.00 0.13 0.029 0.692 0.019 0.01 25 2.08 0.13 0.029 0.689 0.019 0.01 26 2.17 0.13 0.029 0.686 0.019 0.01 27 2.25 0.13 0.029 0.683 0.019 0.01 28 2.33 0.13 0.029 0.681 0.019 0.01 29 2.42 0.13 0.029 0.678 0.019 0.01 30 2.50 0.13 0.029 0.675 0.019 0.01 31 2.58 0.17 0.036 0.672 0.024 0.01 32 2.67 0.17 0.036 0.670 0.024 0.01 33 2.75 0.17 0.036 0.667 0.024 0.01 34 2.83 0.17 0.036 0.664 0.024. 0.01 35 2.92 0.17 0.036 0.661 0.024 0.01 36 3.00 0.17 0.036 0.659 0.024 0.01 37 3.08 0.17 0.036 0.656 0.024 0.01 38 3.17 0.17 0.036 0.653 0.024 0.01 39 3.25 0.17 0.036 0.651 0.024 0.01 40 3.33 0.17 0.036 0.648 0.024 0.01 41 3.92 0.17 0.036:..,. 0.695 0.024 0.01 42 3.50 0.17 0.036�� 0.692 0.024 0.01 43 3.58 0.17 0.036 0.640 0.024 0.01 44 3.67 0.17 0.036 0.637 0.024 0.01 45 3.75 0.17 0.036 0.634 0.024 0.01 � 46 3.83 0.20 0.043 0.632 0.028 0.01 47 3.92 0.20 0.043 0.629 0.028 0.01 48 4.00 0.20 0.043 0.626 0.028 0.01 49 4.08 0.20 0.043 0.624 0.028 0.01 50 4.17 0.20 0.043 0.621 0.028 0.01 51 4.25 0.20 0.043 0.618 0.028 0.01 52 4.33 0.23 0.050 0.616 0.033 0.02 53 4.42 0.23 0.050, 0.613 0.033 0.02 54 4.50 0.23 0.050 0.610 0.033 0.02 55 4.58 0.23 0.050 0.608 0.033 0.02 56 4.67 0.23 0.050 0.605 0.033 0.02 57 4.75 0.23 0.050 0.603 0.033 0.02 -°-- 58 4.83 0.27 0.058 0.600 0.038 0.02 59 4.92 0.27 0.058 0.597 0.038 0.02 60 5.00 0.27 0.058 0.595 0.038 0.02 61 5.08 0.20 0.043 0.592 0.028 0.01 62 5.17 0.20 0.043 0.590 0.028 0.01 63 5.25 0.20 0.043 0.587 0.028 0.01 64 5.33 0.23 0.050 0.585 0.033 0.02 65 5.92 0.23 0.050 0.582 0.033 0.02 66 5.50 0.23 0.050 0.579 0.033 0.02 67 5.58 0.27 0.058 0.577 0.038 0.02 68 5.67 0.27 0.058 0.574 0.038 0.02 69 5.75 0.27 0.058 0.572 0.038 0.02 70 5.83 0.27 0.058 0.569 0.038 0.02 71. 5.92 0.27 0.058 0.567 0.038 0.02 72 6.00 0.27 0.058 0.564 0.038 0.02 73 6.08 0.30 0.065 0.562 0.043 0.02 74 6.17 0.30 0.065 0.559 0.043 0.02 � 75 6.25 0.30 0.065 0.557 0.043 0.02 � 76 6.33 0.30 0.065 0.554 0.043 0.02 77 6.42 0.30 0.065 0.552 0.043 0.02 78 6.50 0.30 0.065 0.549 0.043 0.02 3 • 79 6.58 0.33 0.072 0.547 0.047 0.02 80 6.67 0.33 0.072 0.549 0.047 0.02 81 6.75 0.33 0.072 0.542 0.047 0.02 82 6.83 0.33 0.072 0.540 0.097 0.02 83 6.92 0.33 0.072 0.537 0.047 0.02 84 7.00 0.33 0.072 0.535 0.047 0.02 85 7.08 0.33 0.072 0.532 0.047 0.02 86 7.17 0.33 0.072 0.530 0.047 0.02 87 7.25 0.33 0.072 0.527 0.047 0.02 88 7.33 0.37 0.079 0.525 0.052 0:03 89 7.42 0.37 0.079 0.523 0.052 0.03 90 7.50 0.37 0.079 0.520 0.052 0.03 91 7.58 0.40 0.086 0.518 0.057 0.03 92 7.67 0.40 0.086 0.515 0.057 0.03 93 7.75 0.40 0.086 0.513 0.057 0.03 94 7.83 0.43 0.094 0.511 0.061 0.03 95 7.92 0.43 0.094 0.508 0.061 0.03 96 8.00 0.43 0.094 0.506 0.061 0.03 97 8.08 0.50 0.108 0.504 0.071 0.04 98 8.17 0.50 0.108 0.501 0.071 0.04 99 8.25 0.50 0.108 0.499 0.071 0.04 100 8.33 0.50 0.108 0.497 0.071 0.04 101 8.42 0.50 0.108 0.494 0.071 0.04 102 8.50 0.50 0.108 0.492 0.071 0.04 103 8.58 0.53 0.115 0.490 0.076 0.04 104 8.67 0.53 0.115 0.487 0.076 0.04 105 8.75 0.53 0.115 0.485 0.076 0.04 106 8.83 0.57 0.122 0.483 0.080 0.04 107 8.92 0.57 0.122 0.480 0:080 0.04 108 9.00 0.57 0.122 0.478 0.080 0.04 109 9.08 0.63 0.137 0.476 0.090 0.05 • 110 9.17 0.63 0.137 0.474 0.090 0.05 111 9.25 0.63 0.137 0.471 0.090 0.05 112 9.33 0.67 0.144 0.469 0.094 0.05 113 9.42 0.67 0.144 0.467 0.094 0.05 114 9.50 0.67 0.144 0.465 0.094 0.05 115 9.58 0.70 0.151 0.462 0.099 0.05 116 9.67 0.70 0.151 0.460 0.099 0.05 117 9.75 0.70 0.151 0.458 0.099 0.05 118 9.83 0.73 0.158 0.456 0.104 0.05 119 9.92 0.73 0.158 0.454 0.104 0.05 120 10.00 0.73 0.158 0.451 0.104 0.05 121 10.08 0.50 0.108 0.449 0:071 0.04 122 10.17 0.50 0.108 0.447 0.071 0.04 123 10.25 0.50 0.108 0.445 0.071 0.04 124 10.33 0.50 0.108 0.443 0.071 0.04 125 10.42 0.50 0.108 0.441 0.071 0.04 126 10.50 0.50 0.108 0.438 0.071 0.04 127 10.58 0.67 0.144 0.436 0.094 0.05 128 10.67 0.67 0.144 0.434 0.094 0.05 129 10.75 0.67 0.144 0.432 0.094 0.05 130 10.83 0.67 0.144 0.430 0.094 0.05 131 10.92 0.67 0.149 0.428 0.094 0.05 132 11.00 0.67 0.149 0.426 0.094 0.05 133 11.08 0.63 0.137 0.424 0.090 -0.05 134 11.17 0.63 0.137 0.422 0.090 0.05 135 11.25 0.63 0.137 0.419 0.090 0.05 136 11.33 0.63 0.137 0.417 0.090 0.05 137 11.42 0.63 0.137 0.415 0.090 0.05 138 11.50 0.63 0.137 0.413 0.090 0.05 139 11.58 0.57 0.122 0.411 0.080 0.04 • 140 11.67 0.57 0.122 0.409 0.080 0.04 141 11.75 0.57 0.122 0.407 0.080 0.04 4 � 142 11.83 0.60 0.130 0.405 0.085 0.04 143 11.92 0.60 0.130 0.403 0.085 0.04 144 12.00 0.60 0.130 0.401 0.085 0.04 145 12.08 0.83 0.180 0.399 0.118 0.06 146 12.17 0.83 0.180 0.397 0.118 0.06 147 12.25 0.83 0.180 0.395 0.118 0.06 148 12.33 0.87 0.187 0.393 0.123 0.06 149 12.42 0.87 0.187 0.391 0.123 0.06 150 12.50 0.87 0.187 0.389 0.123 0.06 151 12.58 0.93 0.202 0.387 0.132 0.07 152 12.67 0.93 0.202 0.385 0.132 0.07 153 12.75 0.93 0.202 0.383 0.132 0.07 154 12.83 0.97 0.209 0.381 0.137 '`'0.07 155 12.92 0.97 0.209 0.379 0.137 0.07 156 13.00 0.97 0.209 0.378 0.137 0.07 157 13.08 1.13 0.245 0.376 0.161 0.08 158 13.17 1.13 0.245 0.374 0.161 0.08 159 13.25 1.13 0.245 0.372 0.161 0.08 160 13.33 1.13 0.245 0.370 0.161 0.08 161 13.42 1.13 0.245 0.368 0.161 0.08 162 13.50 1.13 0.245 0.366 0:161 0.08 163 13.58 0.77 0.166 0.364 0.109 0.06 164 13.67 0.77 0.166 0.362 0.109 0.06 165 13.75 0.77 .0.166 0.361 0.109 0.06 166 13.83 0.77 0.166 0.359 0.109 0.06 167 13.92 0.77 0.166 0.357 0.109 0.06 168 14.00 0.77 0.166 0.355 0.109 0.06 169 14.08 0.90 0.194 0.353 0.128 0.07 170 14.17 0.90 0.194 0.351 0.128 0.07 171 14.25 0.90 0.194 0.350 0.128 0.07 172 14.33 0.87 0.187 0.348 0.123 0.06 s 173 14.42 0.87 0:187 0.346 0.123 0.06 174 14.50 0.87 0.187 0.344 0.123 0.06 175 14.58 0.87 0.187 0.343 0.123 0.06 176 14.67 0.87 0.187 0.341 0.123 0.06 177 14.75 0.87 0.187 0.339 0.123 0.06 178 14.83 0.83 0.180 0.337 0.118 0.06 179 19.92 0.83 0.180 0.336 0.118 0.06 180 15.00 0.83 0.180 0.334 0.118 0.06 181 15.08 0.80 0.173 0.332 0.113 0.06 182 15.17 0.80 0.173 0.330 0.113 0.06 183 15.25 0.80 0.173 0.329 0.113 0.06 184 15.33 0.77 0.166 0.327 0.109 0.06 185 15.42 0.77 0.166 0.325 0.109 0.06 186 15.50 0.77 0.166 0.324 0.109 0.06 187 15.58 0.63 0.137 0.322 0.090 0.05 188 15.67 0.63 0.137 0.320 0:090 0.05 189 15.75 0.63 0.137 0.319 0.090 0.05 190 15.83 0.63 0.137 0.317 0.090 0.05 191 15.92 0.63 0.137 0.316 0.090 0.05 192 16.00 0.63 0.137 0.314 0.090 0.05 193 16.08 0.13 0.029 0.312 0.019 0.01 194 16.17 0.13 0.029 0.311 0.019 0.01 195 16.25 0.13 0.029 0.309 0.019 0.01 196 16.33 0.13 0.029 0.308 0.019 0.01 197 16.92 0.13 0.029 0.306 0.019 0.01 198 16.50 0.13 0.029 0.304 0.019 0.01 199 16.58 0.10 0.022 0.303 0.014 0.01 200 16.67 0.10 0.022 0.301 0.014 0.01 201 16.75 0.10 0.022 0.300 0.014 0.01 • 202 16.83 0.10 0.022 0.298 0.014 0.01 203 16.92 0.10 0.022 0.297 0.014 0.01 204 17.00 0.10 0.022 0.295 0.014 0.01 5 • 205 17.08 0.17 0.036 0.294 0.024 0.01 206 17.17 0.17 0.036 0.292 0.024 0.01 207 17.25 0.17 0.036 0.291 0.024 0.01 208 17.33 0.17 0.036 0.289 0.024 0.01 209 17.42 0.17 0.036 0.288 0.024 0.01 210 17.50 0.17 0.036 0.286 0.024 0.01 211 17.58 0.17 0.036 0.285 0.024 0.01 212 17.67 0.17 0.036 0.284 0.024 0.01 213 17.75 0.17 0.036 0.282 0.024 0.01 214 17.83 0.13 0.029 0.281 0.019 0.01 215 17.92 0.13 0.029 0.279 0.019 0.01 216 18.00 0.13 0.029 0.278 0.019 0.01 217 18.08 0.13 0.029 0.277 0.019 0.01 218 18.17 0.13 0.029 0.275 0.019 0.01 219 18.25 0.13 0.029 0.274 0.019 0.01 220 18.33 0.13 0.029 0.273 0.019 0.01 221 18.42 0.13 0.029 0.271 0.019 0.01 222 18.50 0.13 0.029 0.270 0.019 0.01 223 18.58 0.10 0.022 0.269 0.014 0.01 224 18.67 0.10 0.022 0:267 0.014 0.01 225 18.75 0.10 0.022 0.266 0.014 0.01 226 18.83 0.07 0.014 0.265 0.009 0.00 227 18.92 0.07 0.014 0.264 0.009 0.00 228 19.00 0.07 0.014 0.262 0.009 0.00 229 19.08 0.10 0.022 0.261 0.014 0.01 230 19.17 0.10 0.022 0.260 0.014 0.01 231 19.25 0.10 0.022 0.259 0.014 0.01 232 19.33 0.13 0.029 0.257 0.019 0.01 233 19.42 0.13 0.029 0.256 0.019 0.01 234 19.50 0.13 0.029 0.255 0.019 0.01 235 19.58 0.10 0.022 0.254 0.014 0.01 � 236 19.67 0.10 0.022 0.253 0.014 0.01 237 19.75 0.10 0.022 0.252 0.014 0.01 238 19.83 0.07 0.014 0.250 0.009 0.00 239 19.92 0.07 0.014 0.249 0.009 0.00 240 20.00 0.07 0.014 0.248 0.009 0.00 241 20.08 0.10 0.022 0.247 0.014 0.01 242 20.17 0.10 0.022 0.246 0.014 0.01 243 20.25 0.10 0.022 0.245 0.014 0.01 244 20.33 0.10 0.022 0.244 0.014 0.01 245 20.42 0.10 0.022 0.243 0.014 0.01 246 20.50 0.10 0.022 0.242 0.014 0.01 247 20.58 0.10 0.022 0.241 0.014 0.01 248 20.67 0.10 0.022 0.240 0.014 0.01 249 20.75 0.10 0.022 0.239 0.014 0.01 250 20.83 0.07 0.014 0.238 0.009 0.00 251 20.92 0.07 0.019 0.237 0.009 0.00 252 21.00 0.07 0.014 0.236 0.009 0.00 253 21.08 0.10 0.022 0.235 0.014 0.01 254 21.17 0.10 0.022 0.239 0.014 0.01 255 21.25 0.10 0.022 0.233 0.014 0.01 256 21.33 0.07 0.014 0.232 0.009 0.00 257 21.42 0.07 0.014 0.231 0.009 0.00 ' 258 21.50 0.07 0.014 0.231 0.009 0.00 259 21.58 0.10 0.022 0.230 0.014 0.01 260 21.67 0.10 0.022 0.229 0.014 0.01 261 21.75 0.10 0.022 0.228 0.014 0.01 262 21.83 0.07 0.014 0.227 0.009 0.00 • 263 21.92 0.07 0.014 0.226 0.009 0.00 264 22.00 0.07 0.014 0.226 0.009 0.00 265 22.08 0.10 0.022 0.225 0.014 0.01 • 266 22.17 0.10 0.022 0.224 0.014 0.01 267 22.25 0.10 0.022 0.224 0.014 0.01 6 � 268. 22.33 0.07 0.014 0.223 0.009 0.00 269 22.42 0.07 0.014 0.222 0.009 0.00 270 22.50 0.07 0.014 0.221 0.009 0.00 271 22.58 0.07 0.014 0.221 0.009 0.00 272 22.67 0.07 0.014 0.220 0.009 0.00 273 22.75 0.07 0.014 0.220 0.009 0.00 274 22.83 0.07 0.014 0.219 0.009 0.00 275 22.92 0.07 0.014 0.219 0.009 0.00 276 23.00 0.07 0.014 0.218 0.009 0.00 277 23.08 0.07 0.014 0.217 0.009 0.00 278 23.17 0.07 0.014 0.217 0.009 0.00 279 23.25 0.07 0.014 0.217 0.009 0.00 280 23.33 0.07 0.014 0.216 0.009 0.00 281 23.42 0.07 0.014 0.216 0.009 0.00 282 23.50 0.07 0.014 0.215 0.009 0.00 283 23.58 0.07 0.014 0.215 0.009 0.00 284 23.67 0.07 0.014 0.215 0.009 0.00 285 23.75 0.07 0.014 0.214 0.009 0.00 286 23.83 0.07 0.014 0.214 0.009 0.00 287 23.92 0.07 0.014 0.214 0.009 0.00 288 24.00 0.07 0.014 0.214 0.009 0.00 Sum = 100.0 Sum = 7.4 Flood volume = Effective rainfall 0.62(In) times area 10.2(Ac.)/[(In)/(Ft.)] = 0.5(Ac.Ft) Total soil loss = 1.18(In) Total soil loss = 1.001(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 22858.6 Cubic.Feet Total soil loss = 43590.8 Cubic Feet s Peak flow rate this 0.841(CFS) ---------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 29 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0001 0.01 Q I I I I 0+15 0.0002 0.02 Q I I I I 0+20 0.0004 0.03 Q I I I I 0+25 0.0007 0.04 Q I I I I 0+30 0.0011 0.05 Q I I I I 0+35 0.0015 0.06 Q I I I I 0+40 0.0020 0.07 Q I I I I 0+45 0.0025 0.07 Q I I I I 0+50 0.0030 0.07 Q I I I I 0+55 0.0035 0.08 Q I I I I l+ 0 0.0041 0.08 Q I I I I l+ 5 0.0047 0.09 Q I I I I 1+10 0.0053 0.09 Q I I I I 1+15 0.0059 0.09 Q I I I I 1+20 0.0065 0.08 Q I I I I 1+25 0.0070 0.08 4 I I I I 1+30 0.0076 0.08 Q I I I I 1+35 0.0081 0.08 Q I I I I � 1+40 0.0086 0.08 Q I I I I 1+45 0.0092 0.08 Q I I I I 1+50 0.0097 0.08 Q I I I I 7 1+55 0.0103 0.08 Q I I I I � 2+ 0 0.0109 0.09 Q I I I I 2+ 5 0.0115 0.09 Q I I I I 2+10 0.0122 0.10 Q I I I I 2+15 0.0128 0.10 Q I I I I 2+20 0.0135 0.10 QV I I I I 2+25 0.0142 0.10 QV I I I I 2+30 0.0149 0.10 QV I I I I 2+35 0.0156 0.10 QV i I I I 2+40 0.0163 0.10 Qv I I I I 2+45 0.0171 0.11 QV I I I I 2+50 0.0179 0.12 QV I I I I 2+55 0.0187 0.12 QV I I I I 3+ 0 0.0196 0.12 QV ( I I I 3+ 5 0.0204 0.12 QV I I I I 3+10 0.0213 0.12 QV � I I I 3+15 0.0222 0.13 QV I I I I 3+20 0.0230 0.13 QV � I I I 3+25 0.0239 0.13 QV I J I I 3+30 0.0248 0.13 QV I I I I 3+35 0.0256 0.13 QV � I I I 3+40 0.0265 0.13 Q V I I I I 3+45 0.0274 0.13 Q V I I I I 3+50 0.0283 0.13 Q V I I I I 3+55 0.0292 0.13 Q V I I I I 4+ 0 0.0301 0.14 Q V I I I I 4+ 5 0.0311 0.14 Q V I I I I 4+10 0.0321 0.15 Q V I I I I 4+15 0.0331 0.15 Q V I I I I 9+20 0.0342 0.15 Q V I I I I 4+25 0.0352 0.15 Q V I ( I I � 4+30 0.0363 0.16 Q V I I I I 4+35 0.0375 0:17 Q V I I I I 4+40 0.0387 0.17 Q V I I I I 4+45 0.0399 0.17 Q V I I I I 9+50 0.0411 0.18 Q V I I I I 4+55 0.0423 0.18 Q V I I I ( 5+ 0 0.0436 0.19 Q V I I I ( 5+ 5 0.0449 0.19 Q V I I I I 5+10 0.0462 0.19 Q V I I I I 5+15 0.0475 0.18 Q V I I I I 5+20 0.0486 0.17 Q V I I I I 5+25 0.0498 0.17 Q V I I I I 5+30 0.0509 0.17 Q V I I I I 5+35 0.0521 0.17 Q V I I I I 5+40 0.0534 0.18 Q V I I I I 5+45 0.0546 0.19 Q V I I I I 5+50 0.0560 0.19 Q V I I I I 5+55 0.0573 0.20 Q V I I I I 6+ 0 0.0587 0.20 Q V I I I I 6+ 5 0.0601 0.20 Q V I I I I 6+10 0.0615 0.20 4 V I I I I 6+15 0.0629 0.21 Q V I I I I 6+20 0.0645 0.22 Q V I I I I 6+25 0.0660 0.22 Q V I I I I 6+30 0.0675 0.22 Q V I I I I 6+35 0.0691 0.23 Q V I I I I 6+40 0.0707 0.23 Q V I I I I 6+45 0.0723 0.24 Q v I I I I 6+50 0.0740 0.24 Q V I I I I 6+55 0.0757 0.25 Q V I I I I � 7+ 0 0.0774 0.25 Q V I ( I I 7+ 5 0.0791 0.25 14 U I I I I g � 7+10 0.0809 0.25 �Q V I I ( I 7+15 0.0826 0.25 14 U I I I I 7+20 0.0894 0.25 14 V I I I I 7+25 0.0861 0.26 14 V I I I I 7+30 0.0879 0.26 14 V I I I I 7+35 0.0898 0.27 14 V I I I I 7+40 0.0917 0.28 14 V I I I I 7+45 0.0937 0.29 14 V I I I I 7+50 0.0957 0.29 14 V I I I I 7+55 0.0978 0.30 14 V I I I I 8+ 0 0.0999 0.31 �Q V I I I I 8+ 5 0.1021 0.32 14 V I I I I 8+10 0.1049 0.33 14 V I I I I 8+15 0.1068 0.35 14 V I I I I 8+20 0.1092 0.36 14 V I I I I 8+25 0.1118 0.37 IQ U I I I I 8+30 0.1143 0.37 14 V I I I I 8+35 0.1169 0.37 14 V I I I I 8+40 0.1195 0.38 14 VI I I I 8+45 0.1222 0.39 IQ VI I I I 8+50 0.1249 0.40 IQ UI I I I 8+55 0.1277 0.40 �Q VI I I I 9+ 0 0.1305 0.41 14 VI I I I 9+ 5 0.1334 0.42 IQ U I I I 9+10 0.1364 0.43 �Q V I I I 9+15 0.1395 0.45 �Q V I I I 9+20 0.1427 0.46 IQ V I I I 9+25 0.1459 0.47 14 IV I I I 9+30 0.1492 0.48 14 IV I I I 9+35 0.1526 0.49 14 IV I I I 9+40 0.1561 0,50 I 4 IV I I I � 9�+45 0.1596 0.51 I 4 I V I I I 9+50 0.1632 0.52 I 4 I U I I I 9+55 0.1668 0.53 I 4 I U I I I 10+ 0 0.1705 0.54 I 4 I U I I I 10+ 5 0.1793 0.54 I 4 I V I I I 10+10 0.1779 0.53 I 4 I V I I I 10+15 0.1812 0.48 �Q I V I I I 10+20 0.1842 0.44 14 I V I I I 10+25 0.1871 0.42 14 I U I I I 10+30 0.1899 0.41 14 I U I I I 10+35 0.1927 0.40 14 I U I I I 10+40 0.1955 0.41 14 I U I I I 10+45 0.1985 0.44 14 I U I I I 10+50 0.2018 0.47 14 I V I I I 10+55 0.2051 0.48 �Q I U I I I 11+ 0 0.2085 0.49 14 I V' I I I 11+ 5 0.2119 0.49 14 I V I I I 11+10 0.2153 0.50 IQ I V � I I 11+15 0.2187 0.49 14 I V I I I 11+20 0.2220 0.49 14 I V I I I 11+25 0.2254 0.49 14 I V I I I 11+30 0.2287 0.48 14 I U I I I 11+35 0.2321 0.48 IQ I V( I I 11+40 0.2353 0.48 14 I V I I I 11+45 0.2385 0.46 IQ I V I I I 11+50 0.2416 0.45 14 I V I I I. 11+55 0.2447 0.45 IQ I V � I I 12+ 0 0.2478 0.45 IQ I V I I I 12+ 5 0.2510 0.46 14 I VI � I I � 12+10 0.2543 0.48 IQ I VI I I 12+15 0.2579 0.53 I 4 I VI I I 12+20 0.2619 0.58 I 4 I VI I I 9 • 12+25 0.2660 0.60 I Q I V I I 12+30 0.2702 0.62 I Q I V I I 12+35 0.2746 0.63 I 4 I V I I 12+90 0.2791 0.65 I 4 I IV I I 12+45 0.2837 0.67 I 4 I IV I I 12+50 0.2884 0.69 I 4 I IV I I 12+55 0.2932 0.70 I 4 I I V I I 13+ 0 0.2981 0.71 I 4 I I V I I 13+.5 0.3031 0.72 I 4 I I V I I 13+10 0.3082 0.74 I 4 I I V I I 13+15 0.3136 0.78 I 4 I I V I I 13+20 0.3192 0.82 I 4 I I V I I 13+25 0.3249 0.83 I 4 I I V I I 13+30 0.3307 0.84 I 4 I I V I I 13+35 0.3365 0.84 I 4 I I V I I 13+40 0.3421 0.81 I 4 I I V I I 13+45 0.3472 0.74 I 4 I I U I I 13+50 0.3518 0.67 I Q I I V I I 13+55 0.3562 0.65 I 4 I I V I I 14+ 0 0.3606 0.63 I 4 I I U I I 14+ 5 0.3648 0.62 I 4 I I U I I 14+10 0.3691 0.62 I 4 I I U I I 14+15 0.3735 0.64 I 4 I I V I I 14+20 0.3780 0.66 I 4 I I V I I 14+25 0.3826 0.66 I 4 I I VI I 14+30 0.3872 0.66 I 4 I I VI I 14+35 0.3917 0.66 I 4 I I UI I 19+40 0.3963 0.66 I 4 I I V I 14+45 0.4008 0.66 I 4 I I V I 14+50 0.4054 0.66 I 4 I I V I • 14+55 0.4099 0.66 I 4 I I IV I 15+ 0 0.4144 0.65 I 4 I I IV I 15+ 5 0.4188 0.64 I 4 I I IV I 15+10 0.4232 0.64 I 4 I I I V I 15+15 0.4275 0.63 I 4 I I I V I 15+20 0.4318 0.62 I 4 I I I V I 15+25 0:4360 0.61 I 4 I I I v I 15+30 0.4402 0.60 I Q I I I V I 15+35 0.4442 0.59 I 4 I I I U I 15+40 0.4482 0.58 � Q I I I U I 15+45 0.4520 0.55 I 4 I I I V I 15+50 0.4556 0.52 I 4 I I I U I 15+55 0.4591 0.51 I 4 I I I V I 16+ 0 0.4625 0.50 I 4 I I I V I 16+ 5 0.4659 0.48 14 I I I V I 16+10 0.4689 0.49 IQ I I I U I 16+15 0.4712 0.33 �Q I I I U I 16+20 0.4728 0.23 Q I I I V I 16+25 0.4741 0.19 Q I I I V I 16+30 0.4752 0.17 Q I I I U I 16+35 0.4762 0.15 4 I I I V I 16+40 0.4771 0.13 Q I I I V I 16+45 0.9779 0.11 Q I I I V �I 16+50 0.4785 0.10 Q I I I V I 16+55 0.4792 0.09 Q I I I V I 17+ 0 0.4798 0.09 Q I I I V I 17+ 5 0.4803 0.09 Q I I I V I 17+10 0.4810 0.09 Q I I I U I 17+15 0.4816 0.10 Q I I i V I 17+20 0.4824 0.11 Q I I I U I � 17+25 0.4832 0.12 Q I I I U I 17+30 0.4840 0.12 Q I I I U I 17+35 0.4849 0.12 Q I I I V I 1� • 17+40 0.4857 0.12 Q I I I V I 17+45 0.4866 0.12 Q I I I V I 17+50 0.4874 0.12 Q I I I V I 17+55 0.4883 0.12 Q I I I V I 18+ 0 0.4891 0.12 Q I I I V I 18+ 5 0.4898 0.11 Q I I I V I 18+10 0.4906 0.11 Q I I I V I 18+15 0.4913 0.11 Q I I I V I 18+20 0.4920 0.10 Q I I I V I 18+25 0.4927 0.10 4 I I I V I 1B+30 0.4934 0.10 Q I I I V I 18+35 0.4941 0.10 Q I I I V I 18+40 0.4948 0.10 Q I I I V I 18+45 0.4955 0.09 Q I I I V I 18+50 0.4960 0.08 4 I I I V I 18+55 0.4966 0.08 Q I I I V I 19+ 0 0.4971 0.07 Q I I I V I 19+ 5 0.4975 0.06 Q I I I V I 19+10 0.4979 0.06 Q I I I V I 19+15 0.4984 0.07 4 I I I V I 19+20 0.4989 0.07 Q I I I V I 19+25 0.4994 0.08 4 I I I V I 19+30 0.5000 0.08 Q I I I V I 19+35 0.5006 0.09 Q I I I V I 19+40 0.5012 0.09 Q I I I V I 19+45 0.5018 0.09 Q I I I V I 19+50 0.5024 0.08 Q I I I V I 19+55 0.5029 0.08 Q I I I V I 20+ 0 0.5034 0.07 Q I I I V I 20+ 5 0.5038 0.06 Q I I I V I � 20+10 0.5042 0.06 Q I I I V( 20+15 0.5047 0.07 Q I I I V I 20+20 0.5052 0.07 Q I I I V I 20+25 0.5057 0.07 Q I I I V I 20+30 0.5062 0.07 Q I I I V I 20+35 0.5067 0.07 Q I I ( V I 20+40 0.5072 0.07 Q I I I U I 20+45 0.5077 0.08 Q I I I V I 20+50 0.5082 0.08 4 I I I U I 20+55 0.5087 0.07 Q I I I V I 21+ 0 0.5092 0.07 Q I I I V I 21+ 5 0.5096 0.06 Q I I I V I 21+10 0.5100 0.06 Q I I I V I 21+15 0.5105 0.07 Q I I I V I 21+20 0.5109 0.07 Q I I I V I 21+25 0.5114 0.07 Q I I I V I 21+30 0.5119 0.06 Q I I I VI 21+35 0.5123 0.06 Q I I I VI 21+40 0.5127 0.06 Q I I I UI 21+45 0.5131 0.06 Q I I I VI 21+50 0.5136 0.07 Q I I I VI 21+55 0.5141 0.07 Q I I I VI 22+ 0 0.5145 0.06 Q I I I VI 22+ 5 0.5149 0.06 Q I I I �I 22+10 0.5153 0.06 Q I I I VI 22+15 0.5157 0.06 Q I I I VI 22+20 0.5162 0.07 Q I I I VI 22+25 0.5167 0.07 Q I I I VI 22+30 0.5171 0.06 Q I I I VI 22+35 0.5175 0.06 Q I I I VI A 22+40 0.5179 0.06 Q I I I VI 22+45 0.5182 0.05 Q I I I VI 22+50 0.5186 0.05 Q I I I VI � 11 22+55 0.5190 0.05 Q I I I VI � 23+ 0 0.5193 0.05 Q I ( I VI 23+ 5 0.5197 0.05 Q I I I VI 23+10 0.5200 0.05 Q I I I VI 23+15 0.5204 0.05 Q I I I VI 23+20 0.5207 0.05 Q I I I VI 23+25 0.5211 0.05 Q I I I VI 23+30 0.5214 0.05 Q I I I VI 23+35 0.5218 0.05 Q I I I VI 23+40 0.5221 0.05 Q I I I VI 23+45 0.5225 0.05 Q I I I. VI 23+50 0.5228 0.05 Q I I I VI 23+55 0.5232 0.05 4 I I I VI 24+ 0 0.5235 0.05 Q I I I UI 24+ 5 0.5239 0.05 Q I I I VI 24+10 0.5242 0.04 Q I I I UI 24+15 0.5244 0.03 Q I I I VI 24+20 0.5245 0.02 Q I I I VI 24+25 0.5246 0.01 Q I I I VI 24+30 0.5246 0.01 Q I I I UI 24+35 0.5247 0.01 Q I I I VI 24+40 0.5247 0.00 Q I I I VI 24+45 0.5247 0.00 Q I I I VI 24+50 0.5247 0.00 Q I I I VI 24+55 0.5247 0.00 Q I I I VI 25+ 0 0.5247 0.00 Q I I I UI 25+ 5 0.5248 0.00 Q I I I VI 25+10 0.5248 0.00 Q I I I VI 25+15 0.5248 0.00 Q I I I VI 25+20 0.5248 0.00 Q I I I VI 25+25 0.5248 0.00 Q I I I VI � ---25+30-------0-5248------o-00--4---------I---------I I ------ VI � 12 � � 10-YEax, 24-HouR • � U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 File: AREAAP24102410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 30434 PROPOSED CONDITION ONSITE HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 10-YEAR STORM EVENT FILENAME: AREAAP2410 -------------------------------------------------------------------- � Drainage Area = 10.17(Ac.) = 0.016 Sq. Mi. _ Drainage Area for Depth-Area Areal Adjustment = 10.17(Ac.) 0.016 Sq. Mi. USER Entry of lag time in hours Lag time = 0.207 Hr. Lag time = 12.43 Min. 250 of lag time = 3.11 Min. 400 of lag time = 4.97 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 10.17 1.80 18.31 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 10.17 4.50 45.77 � STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.600(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 0 Adjusted average point rain = 2.911(In) � Sub-Area Data: 1 • Area(Ac.) Runoff Index Impervious o 10.170 67.70 0.305 Total Area Entered 10.17(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-2 (In/Hr) (Dec.$) (In/Hr) (Dec.) (In/Hr) 67.7 67.7 0.387 0.305 0.281 1.000 0.281 . Sum (F) = 0.281 Area averaged mean soil loss (F) (In/Hr) = 0.281 Minimum soil loss rate ((In/Hr)) = 0.140 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.656 U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time � of lag Distribution Unit Hydrograph (hrs) Graph o (CFS) --------------------------------------------------------------------- 1 0.083 40.238 3.159 0.324 2 0.167 80.476 11.899 1.220 3 0.250 120.715 31.646 3.243 4 0.333 160.953 22.170 2.272 5 0.417 201.191 9.915 1.016 6 0.500 241.429 6.599 0.676 7 0.583 281.667 4.690 0.481 � 8 0.667 321.906 3.370 0.345 9 0.750 362.144 2.353 0.241 10 0.833 402.382 1.577 0.162 11 0.917 442.620 0.792 0.081 12 1.000 482.859 0.456 0.097 13 1.083 523.097 0.377 0.039 14 1.167 563.335 0.260 0.027 15 1.250 603.573 0.303 0.031 16 1.333 643.811 0.228 0.023 17 1.417 684.050 0.132 0.014 18 1.500 724.288 0.073 0.007 Sum = 100.000 Sum= 10.249 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.023 0.498 0.015 0.01 2 0.17 0.07 0.023 0.496 0.015 0.01 3 0.25 0.07 0.023 0.494 0.015 0.01 4 0.33 0.10 0.035 0.492 0.023 0.01 5 0.42 0.10 0.035 0.490 0.023 0.01 6 0.50 0.10 0.035 0.488 0.023 0.01 7 0.58 0.10 0.035 0.486 0.023 0.01 8 0.67 0.10 0.035 0.484 0.023 0.01 9 0.75 0.10 0.035 0.482 0.023 0.01 10 0.83 0.13 0.047 0.480 0.031 0.02 11 0.92 0.13 0.047 0.478 0.031 0.02 12 1.00 0.13 0.047 0.477 0.031 0.02 13 1.08 0.10 0.035 0.475 0.023 0.01 � 14 1.17 0.10 0.035 0.473 0.023 0.01 15 1.25 0.10 0.035 0.471 0.023 0.01 16 1.33 0.10 0.035 0.469 0.023 0.01 2 17 1.42 0.10 0.035 0.467 0.023 0.01 � 18 1.50 0.10 0.035 0.465 0.023 0.01 19 1.58 0.10 0.035 0.463 0.023 0..01 20 1.67 0.10 0.035 0.462 0.023 0.01 21 1.75 0.10 0.035 0.460 0.023 0.01 22 1.83 0.13 0.047 0.458 0.031 0.02 23 1.92 0.13 0.047 0.456 0.031 0.02 24 2.00 0.13 0.047 0.454 0.031 0.02 25 2.06 0.13 0.047 0.452 0.031 0.02 26 2.17 0.13 0.047 0.451 0.031 0.02 27 2.25 0.13 0.047 0.449 0.031 0.02 28 2.33 0.13 0.047 0.447 0.031 0.02 29 2.42 0.13 0.047 0.445 0.031 0.02 30 2.50 0.13 0.047 0.443 0.031 0.02 31 2.58 0.17 0.058 0.441 0.038 0.02 32 2.67 0.17 0.056 0.440 0.038 0.02 33 2.75 0.17 0.058 0.438 0.038 0.02 34 2.83 0.17 0.058 0.436 0._038 0.02 35 2.92 0.17 0.058 0.434 0.038 0.02 36 3.00 0.17 0.058 0.432 0.038 0.02 37 3.08 0.17 0.058 0.431 0.038 0.02 38 3.17 0.17 0.058 0.429 0.038 0.02 39 3.25 0.17 0.058 0.427 0.038 0.02 40 3.33 0.17 0.058 0.425 0.038 0.02 41 3.42 0.17 0.058 0.424 0.038 0.02 42 3.50 0.17 0.058 0.422 0.038 0.02 43 3.58 0.17 0.058 0.420 0.038 0.02 44 3.67 0.17 0.058 0.418 0.038 0.02 45 3.75 0.17 0.058 0.416 0.038 0.02 46 3.83 0.20 0.070 0.415 0.046 0.02 47 3.92 0.20 0.070 0.413 0.046 0.02 � 48 4.00 0.20 0.070 0.411 0.046 0.02 49 9.08 0.20 0.070 0.409 0.046 0.02 50 4.17 0.20 0.070 0.408 0.046 0.02 51 4.25 0.20 0.070 0.406 0.046 0.02 52 4.33 0.23 0.082 0.404 0.053 0.03 53 4.42 0.23 0.082 0.403 0.053 0.03 54 4.50 0.23 0.082 0.401 0.053 0.03 55 4.58 0.23 0.082 0.399 0.053 0.03 56 4.67 0.23 0.082 0.397 0.053 0.03 57 4.75 0.23 0.082 0.396 0.053 0.03 58 4.83 0.27 0.093 0.394 0.061 0.03 59 4.92 0.27 0.093 0.392 0:061 0.03 60 5.00 0.27 0.093 0.391 0.061 0.03 61 5.08 0.20 0.070 0.389 0.096 0.02 62 5.17 0.20 0.070 0.387 0.046 0.02 63 5.25 0.20 0.070 0.385 0.046 0.02 64 5.33 0.23 0.082 0.384 0.053 0.03 65 5.42 0.23 0.082 0.382 0.053 0.03 66 5.50 0.23 0.082 0.380 0.053 0.03 67 5.58 0.27 0.093 0.379 0.061 0.03 68 5.67 0.27 0.093 0.377 0.061 0.03 69 5.75 0.27 0.093 0.375 0.061 0.03 70 5.83 0.27 0.093 0.374 0.061 0.03 71 5.92 0.27 0.093 0.372 0.061 0.03 72 6.00 0.27 0.093 0.370 0.061 0.03 73 6.08 0.30 0.105 0.369 0.069 0.04 74 6.17 0.30 0.105 0.367 0.069 0.04 75 6.25 0.30 0.105 0.366 0.069 0.04 76 6.33 0.30 0.105 0.369 0.069 0.04 77 6.42 0.30 0.105 0.362 0.069 0.04 • 78 6.50 0.30 0.105 0.361 0.069 0.04 79 6.58 0.33 0.116 0.359 0.076 0.09 3 . 80 6.67 0.33 0.116 0.357 0.076 0.04 81 6.75 0.33 0.116 0.356 0.076 0.04 82 6.83 0.33 0.116 0.354 0.076 0.04 83 6.92 0.33 0.116 0.353 0.076 0.04 84 7.00 0.33 0.116 0.351 0.076 0.04 85 7.08 0.33 0.116 0.349 0.076 0.04 86 7.17 0.33 0.116 0.348 0.076 0.04 87 7.25 0.33 0.116 0.346 0.076 0.04 88 7.33 0.37 0.128 0.345 0.084 0.04 89 7.42 0.37 0.128 0.343 0.084 0.04 90 7.50 0.37 0.128 0.341 0.084 0.04 91 7.58 0.40 0.140 0.340 0.092 0.05 92 7.67 0.40 0.140 0.338 0.092 0.05 93 7.75 0.40 0.140 0.337 0.092 0.05 94 7.83 0.43 0.151 0.335 0.099 0.05 95 7.92 0.43 0.151 0.334 0.099 0.05 96 8.00 0.43 0.151 0.332 0.099 0.05 97 8.08 0.50 0.175 0.331 0.115 0.06 98 8.17 0.50 0.175 0.329 0.115 0.06 99 8.25 0.50 0.175 0.328 0.115 0.06 100 8.33 0.50 0.175 0.326 0.115 0.06 101 8.42 0.50 0.175 0.324 0.115 0.06 102 8.50 0.50 0.175 0.323 0.115 0.06 103 8.58 0.53 0.186 0.321 0.122 0.06 104 8.67 0.53 0.186 0.320 0.122 0.06 105 8.75 0.53 0.186 0.318 0.122 0.06 106 8.83 0.57 0.198 0.317 0.130 0.07 107 8.92 0.57 0.198 0.315 0.130 0.07 108 9.00 0.57 0.198 0.314 0.130 0.07 109 9.08 0.63 0.221 0.312 0.145 0.08 S 110 9.17 0.63 0.221 0.311 0.145 0.08 111 9.25 0.63 0:221 0.309 0.145 0.08 112 9.33 0.67 0.233 0.308 0.153 0.08 113 9.42 0.67 0.233 0.307 0.153 0.08 119 9.50 0.67 0.233 0.305 0.153 0.08 115 9.58 0.70 0.245 0.304 0.160 0.08 116 9.67 0.70 0.245 0.302 0.160 0.08 117 9.75 0.70 0.245 0.301 0.160 0.08 118 9.83 0.73 0.256 0.299 0.168 0.09 119 9.92 0.73 0.256 0.298 0.168 0.09 120 10.00 0.73 0.256 0.296 0.168 0.09 121 10.08 0.50 0.175 0.295 0.115 0.06 122 10.17 0.50 0.175 0.294 0.115 0.06 123 10.25 0.50 0.175 0.292 0.115 0.06 124 10.33 0.50 0.175 0.291 0.115 0.06 125 10.42 0.50 0.175 0.289 0.115 0.06 126 10.50 0.50 0.175 0.288 0:115 0.06 127 10.58 0.67 0.233 0.286 0.153 0.08 128 10.67 0.67 0.233 0.285 0.153 0.08 129 10.75 0.67 0.233 0.284 0.153 0.08 130 10.83 0.67 0.233 0.282 0.153 0.08 131 10.92 0.67 0.233 0.281 0.153 0.08 132 11.00 0.67 0.233 0.279 0.153 0.08 133 11.08 0.63 0.221 0.278 0.145 0.08 134 11.17 0.63 0.221 0.277 0.145 0.08 135 11.25 0.63 0.221 0.275 0.145 0.08 136 11.33 0.63 0.221 0.274 0.145 0.08 137 11.42 0.63 0.221 0.273 0.145 0.08 138 11.50 0.63 0.221 0.271 0.145 0.08 139 11.58 0.57 0.198 0.270 0.130 0.07 • 140 11.67 0.57 0.198 0.269 0.130 0.07 141 11.75 0.57 0.198 0.267 0.130 0.07 142 11.83 0.60 0.210 0.266 0.137 0.07 4 • 143 11.92 0.60 0.210 0.265 0�137 0.07 144 12.00 0.60 0.210 0.263 0.137 0.07 145 12.08 0.83 0.291 0.262 0.03 146 12.17 0.83 0.291 0.261 --- 0.03 147 12.25 0.83 0.291 0.259 --- 0.03 148 12.33 0.87 0.303 0.258 --- 0.04 149 12.42 0.87 0.303 0.257 --- 0.05 150 12.50 0.87 0.303 0.255 --- 0.05 151 12.58 0:93 0.326 0.254 --- 0.07 152 12.67 0.93 0.326 0.253 --- 0.07 153 12.75 0.93 0.326 0.252 --- 0.07 154 12.83 0.97 0.338 0.250 --- 0.09 155 12.92 0.97 0.338 0.249 --- 0.09 156 13.00 0.97 0.338 0.248 --- 0.09 157 13.08 1.13 0.396 0.247 --- 0.15 158 13.17 1.13 0.396 0.245 --- 0.15 159 13.25 1.13 0.396 0.244 --- 0.15 160 13.33 1.13 0.396 0.243 --- 0.15 161 13.42 1.13 0.396 0.242 --- 0.15 162 13.50 1.13 0.396 0.240 --- 0.16 163 13.58 0.77 0.268 0.239 --- 0.03 169 13.67 0.77 0.268 0.238 --- 0.03 165 13.75 0.77 0.268 0.237 --- 0.03 166 13.83 0.77 0.268 0.236 --- 0.03 167 13.92 0.77 0.268 0.234 --- 0.03 168 14.00 0.77 0.268 0.233 --- 0.03 169 14.08 0.90 0.314 0.232 --- 0.08 170 14.17 0.90 0.314 0.231 --- 0.08 171 14.25 0.90 0.319 0.230 --- 0.08 172 14.33 0.87 0.303 0.228 --- 0.07 � 173 14.42 0.87 0.303 0.227 =_= 0.08 174 14.50 0.87 0.303 0.226 0.08 175 14.58 0.87 0.303 0.225 0.08 176 14.67 0.87 0.303 0.224 --- 0.08 177 14.75 0.87 0.303 0.223 --- 0.08 178 14.83 0.83 0.291 0.221 --- 0.07 179 14.92 0.83 0.291 0.220 --- 0.07 180 15.00 0.83 0.291 0.219 --- 0.07 181 15.08 0.80 0.279 0.218 --- 0.06 182 15.17 0.80 0.279 0.217 --- 0.06 183 15.25 0.80 0.279 0.216 --- 0.06 184 15.33 0.77 0.268 0.215 --- 0.05 185 15.42 0.77 0.268 0.214 --- 0.05 186 15.50 0.77 0.268 0.213 --- 0.06 187 15.58 0.63 0.221 0.211 --- 0.01 188 15.67 0.63 0.221 0.210 --- 0.01 189 15.75 0.63 0.221 0.209 --- 0.01 190 15.83 0.63 0.221 0.208 --- 0.01 191 15.92 0.63 0.221 0.207 --- 0.01 192 16.00 0.63 0.221 0.206 --- 0.02 193 16.08 0.13 0.047 0.205 0.031 0.02 194 16.17 0.13 0.047 0.204 0.031 0.02 195 16.25 0.13 0.047 0.203 0.031 0.02 ' 196 16.33 0.13 0.047 0.202 0.031 0.02 197 16.42 0.13 0.047 0.201 0.031 0.02 198 16.50 0.13 0.047 0.200 0.031 0.02 199 16.58 0.10 0.035 0.199 0.023 0.01 200 16.67 0.10 0.035 0.198 0.023 0.01 201 16.75 0.10 0.035 0.197 0.023 0.01 202 16.83 0.10 0.035 0.196 0.023 0.01 203 16.92 0.10 0.035 0.195 0.023 0.01 • 209 17.00 0.10 0.035 0.194 0.023 0.01 205 17.08 0.17 0.058 0.193 0.038 0.02 5 .� 206 17.17 0.17 0.058 0.192 0.038 0.02 207 17.25 0.17 0.058 0.191 0.038 0.02 208 17.33 0.17 0.058 0.190 0.038 0.02 209 17.42 0.17 0.058 0.189 0.038 0.02 210 17.50 0.17 0.056 0.188 0.038 0.02 211 17.58 0.17 0.058 0.187 0.038 0.02 212 17.67 0.17 0.058 0.186 0.038 0.02 213 17.75 0.17 0.058 0.185 0.038 0.02 219 17.83 0.13 0.047 0.184 0.031 0.02 215 17.92 0.13 0.047 0.163 0.031 0.02 216 18.00 0.13 0.047 0.183 0.031 0.02 217 18.08 0.13 0.097 0.182 0.031 0.02 218 18.17 0.13 0.047 0.181 0.031 0.02 219 18.25 0.13 0.047 0.180 0.031 0.02 220 18.33 0.13 0.047 0.179 0.031 0.02 221 18.42 0.13 0.047 0.178 0.031 0.02 222 18.50 0.13 0.047 0.177 0.031 0�02 223 18.58 0.10 0.035 0.176 0.023 0.01 224 18.67 0.10 0.035 0.176 0.023 0.01 225 18.75 0.10 0.035 0.175 0.023 0.01 226 18.83 0.07 0.023 0.174 0.015 0.01 227 18.92 0.07 0.023 0.173 0.015 0.01 228 19.00 0.07 0.023 0.172 0.015 0.01 229 19.08 0.10 0.035 0.171 0.023 0.01 230 19.17 0.10 0.035 0.171 0.023 0.01 231 19.25 0.10 0.035 0.170 0.023 0.01 232 19.33 0.13 0.047 0.169 0.031 0.02 233 19.42 0.13 0.047 0.168 0.031 0.02 234 19.50 0.13 0.047 0.167 0.031 0.02 235 19.58 0.10 0.035 0.167 0.023 0.01 • 236 19.67 0.10 0.035 0.166 0.023 0.01 237 19.75 0.10 0.035 0.165 0.023 0.01 238 19.83 0.07 0.023 0.164 0.015 0.01 239 19.92 0.07 0.023 0.164 0.015 0.01 240 20.00 0.07 0.023 0.163 0.015 0.01 241 20.08 0.10 0.035 0.162 0.023 0.01 242 20.17 0.10 0.035 0.162 0.023 0.01 243 20.25 0.10 0:035 0.161 0.023 0.01 244 20.33 0.10 0.035 0.160 0.023 0.01 245 20.42 0.10 0.035 0.159 0.023 0.01 246 20.50 0.10 0.035 0.159 0.023 0.01 247 20.58 0.10 0.035 0.158 0.023 0.01 248 20.67 0.10 0.035 0.157 0.023 0.01 249 20.75 0.10 0.035 0.157 0.023 0.01 250 20.83 0.07 0.023 0.156 0.015 0.01 251 20.92 0.07 0.023 0.156 0.015 0.01 252 21.00 0.07 0.023 0.155 0.015 0.01 253 21.08 0.10 0.035 0.154 0.023 0.01 254 21.17 0.10 0.035 0.154 0.023 0.01 255 21.25 0.10 0.035 0.153 0.023 0.01 256 21.33 0.07 0.023 0.153 0.015 0.01 257 21.42 0.07 0.023 0.152 0.015 0.01 258 21.50 0.07 0.023 0.151 0.015 0.01 259 21.58 0.10 0.035 0.151 0.023 0.01 260 21.67 0.10 0.035 0.150 0.023 0.01 261 21.75 0.10 0.035 0.150 0.023 0.01 262 21.83 0.07 0.023 0.199 0.015 0.01 263 21.92 0.07 0.023 0.149 0.015 0.01 264 22.00 0.07 0.023 0.148 0.015 0.01 265 22.08 0.10 0.035 0.148 0.023 0.01 � 266 22.17 0.10 0.035 0.147 0.023 0.01 267 22.25 0.10 0.035 0.147 0.023 0.01 268 22.33 0.07 0.023 0.146 0.015 0.01 6 269 22.42 0.07 0.023 0.146 0.015 0.01 • 270 22.50 0.07 0.023 0.145 0.015 0.01 271 22.58 0.07 0.023 0.145 0.015 0.01 272 22.67 0.07 0.023 0.145 0.015 0.01 273 22.75 0.07 0.023 0.144 0.015 0.01 274 22.83 0.07 0.023 0.144 0.015 0.01 275 22.92 0.07 0.023 0.143 0.015 0.01 276 23.00 0.07 0.023 0.143 0.015 0.01 277 23.08 0.07 0.023 0.143 0.015 0.01 278 23.17 0.07 0.023 0.142 0.015 0.01 279 23.25 0.07 0.023 0.192 0.015 0.01 280 23.33 0.07 0.023 0.142 0.015 0.01 281 23.92 0.07 0.023 0.142 0.015 0.01 282 23.50 0.07 0.023 0.141 0.015 0.01 283 23.58 0.07 0.023 0.141 0.015 0.01 284 23.67 0.07 0.023 0.141 0.015 0.01 285 23.75 0.07 0.023 0.141 0.015 0.01 286 23.83 0.07 0.023 0.141 0.015 0.01 287 23.92 0.07 0.023 0.140 0.015 0.01 288 24.00 0.07 0.023 0.140 0.015 0.01 Sum = 100.0 Sum = 10.2 Flood volume = Effective rainfall 0.85(In) times area 10.2(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft) Total soil loss = 2.06(In) Total soil loss = 1.743(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 31522.2 Cubic Feet Total soil loss = 75934.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.459(CFS) -------------------------------------------------------------------- � ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24' - H 0 U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0001 0.01 Q I I I I 0+15 0.0004 0.04 Q I I I I 0+20 0.0008 0.06 Q I I I I 0+25 0.0013 0.07 Q I I I I 0+30 0.0019 0.09 Q I I I I 0+35 0.0026 0.10 Q I I I I 0+40 0.0033 0.11 Q I I I I 0+45 0.0041 0.11 Q I I ( I 0+50 0.0049 0.12 Q I I I I 0+55 0.0058 0.13 Q I I I I 1+ 0 0.0067 0.14 Q I I I I 1+ 5 0.0078 0.15 Q I I I I 1+10 0.0088 0.15 Q I I I I 1+15 0.0097 0.14 Q I I I I . 1+20 0.0106 0.13 4 I I I I 1+25 0.0115 0.13 Q I I ( I 1+30 0.0124 0.13 Q I I I I 1+35 0.0133 0.13 Q I I I I 1+90 0.0141 0.13 Q I I I I 1+45 0.0150 0.12 Q I I I I � 1+50 0.0159 0.13 Q I I I I 1+55 0.0168 0.13 Q I I I I 7 . • 2+ 0 0.0177 0.14 Q I I I I 2+ 5 0.0188 0.15 4V I I I I 2+10 0.0199 0.16 QV � I I I 2+15 0.0209 0.16 QV I I I I 2+20 0.0220 0.16 QV I I I I 2+25 0.0232 0.16 QV I I I I 2+30 0.0243 0:16 QV I I I I 2+35 0.0254 0.16 QV I I I I 2+40 0.0266 0.17 QV I I I I 2+45 0.0278 0.18 QV I I I I 2+50 0.0292 0.19 QV I I I I 2+55 0.0305 0.20 QV I I I I 3+ 0 0.0319 0.20 QV I I I I 3+ 5 0.0333 0.20 QV � I I I 3+10 0.0347 0.20 QV I I I I 3+15 0.0361 0.20 QV ( ( I I 3+20 0.0375 0.20 4 V I I I I 3+25 0 0.20 Q V I I I I 3+30 0.0403 0.20 Q V I I I I 3+35 0.0417 0.20 Q V I I I I 3+40 0.0431 0.21 Q V I I I ( 3+45 0.0445 0.21 Q V I I I I 3+50 0.0460 0.21 Q v I I I I 3+55 0.0474 0.21 Q V I I I I 4+ 0 0.0490 0.22 Q V I I I I 4+ 5 0.0506 0.23 Q V I I I I 4+10 0.0522 0.24 Q V I I I I 4+15 0.0539 0.24 Q V � I I I 4+20 0.0555 0.24 Q V I I I I 4+25 0.0573 0.25 Q V I I I I � 4+30 0.0591 0.26 14 V I I I I 4+35 0.0610 0.27 14 V I I I I 4+40 0.0629 0.28 14 U I I I I 4+45 0.0648 0.28 IQ V I I I I 4+50 0.0668 0.28 14 V I I I I 4+55 0.0688 0.29 14 V � I I I 5+ 0 0.0709 0.30 14 V I I I I 5+ 5 0.0730 0.31 IQ V � I I I 5+10 0.0751 0.31 IQ V I I I I 5+15 0.0771 0.28 14 V I I I I 5+20 0.0789 0.27 14 V I I I I 5+25 0.0808 0.27 14 V I I I I 5+30 0.0827 0.28 IQ V ( I I I 5+35 0.0846 0.28 14 V I I I I 5+90 0.0866 0.29 14 V I I I I 5+45 0.0887 0.30 14 V I I I I 5+50 0.0909 0.31 IQ V I ° I I I 5+55 0.0931 0.32 IQ V I I I I 6+ 0 0.0953 0.32 14 V I I I I 6+ 5 0.0975 0.33 IQ V I I I I 6+10 0.0998 0.33 14 V I I I I 6+15 0.1022 0.35 14 V � I I I 6+20 0.1046 0.36 IQ V I I I I 6+25 0.1071 0.36 14 V I I I I 6+30 0.1096 0.36 14 V I I I I 6+35 0.1121 0.37 14 V I I I I 6+40 0.1147 0.37 14 V I I I I 6+45 0.1174 0.39 14 V I I I I 6+50 0.1201 0.40 14 V I I I I 6+55 0.1229 0.40 14 V I I I I • 7+ 0 0.1257 0.40 IQ U I I I I 7+ 5 0.1285 0.41 14 V I I I I 7+10 0.1313 0.41 IQ V I I I I g • 7+15 0.1341 0.41 14 V I I I I 7+20 0.1369 0.41 IQ v I I I I 7+25 0.1398 0.42 14 V I I I I 7+30 0.1427 0.43 IQ U I I I I 7+35 0.1458 0.44 IQ V I I I I 7+90 0.1488 0.45 14 U I I I I 7+45 0.1521 0.46 14 V I I I I 7+50 0.1553 0.48 14 V I I I I 7+55 0.1587 0.49 14 V I I I I 8+ 0 0.1622 0.50 I 4 V I I I I 8+ 5 0.1657 0.52 I 4 UI I I I 8+10 0.1699 0.53 I Q VI I I I 8+15 0.1733 0.56 I 4 VI I I I 8+20 0.1773 0.58 I 4 UI I I I 8+25 0.1814 0.59 I 4 V I I I 8+30 0.1856 0.60 I 4 V I I I 8+35 0.1898 0.61 � Q V I I I 8+40 0.1940 0.62 � Q V I I I 8+45 0.1983 0.63 I 4 V I I I 8+50 0.2028 0.64 I Q IU I I I 8+55 0.2073 0.65 I 4 IU I I I 9+ 0 0.2119 0.67 � Q IV I I I g+ 5 0.2166 0.68 I Q IU I I I 9+10 0.2214 0.70 I 4 I V I I I 9+15 0.2264 0.73 � Q I U I I I 9+20 0.2316 0.75 I 4 I V I I I 9+25 0.2369 0.77 I 4 I V I I I 9+30 0.2423 0.79 I Q I U I I I 9+35 0.2478 0.80 I 4 I V I I I 9+90 0.2534 0.81 I 4 I V I I I 9+45 0.2591 0.83 I 4 I U I I I � 9+50 0.2649 0.84 I 4 I V I I I 9+55 0.2708 0.86 I Q I V I I I 10+ 0 0.2768 0.87 I 4 I � I I I 10+ 5 0.2828 0.88 I 4 I V I I I 10+10 0.2887 0.85 � Q I V I I I 10+15 0.2939 0.76 I 4 I V I I I 10+20 0.2987 0.70 I 4 I V I I I 10+25 0.3034 0.67 I 4 I V I I I 10+30 0.3079 0.66 I 4 I V I I I 10+35 0.3124 0.65 I 4 I V I I I 10+40 0.3169 0.66 ( Q I V I I I 10+45 0.3219 0.72 I 4 I V I I I 10+50 0.3272 0.76 I Q I U I I I 10+55 0.3326 0.78 I 4 I V I I I 11+ 0 0.3380 0.80 I 4 I U I I I 11+ 5 0.3436 0.80 I 4 1 V I I I 11+10 0.3491 0.80 I 4 I VI I I 11+15 0.3546 0.79 I 4 I VI I I 11+20 0.3600 0.79 I Q I VI I I 11+25 0.3659 0.79 I 4 I V I I 11+30 0.3708 0.78 I 4 I V I I 11+35 0.3762 0.78 I 4 I V I I 11+40 0.3815 0.77 I Q I IU I I 11+45 0.3866 0.74 � Q I IV I I 11+50 0.3916 0.73 I 4 I IV I I 11+55 0.3966 0.72 I 4 I IV I I 12+ 0 0.4016 0.73 I 4 I I U I I 12+ 5 0.4066 0.72 I 4 I I V I I 12+10 0.4112 0.67 I 4 I I U I I 12+15 0.4149 0.53 I 4 I I U I I • 12+20 0.4179 0.45 14 I I V I I 12+25 0.4209 0.43 14 I I V I I 9 S 12+30 0.4240 0.45 14 I I V I I 12+35 0.4272 0.47 14 I I V I I 12+40 0.4307 0.51 I 4 I I V I I 12+45 0.4348 0.59 I 4 I I V I I 12+50 0.4394 0.66 I Q I I U I I 12+55 0.4443 0.71 I 4 I I V I I 13+ 0 0.4496 0.78 � Q I I V I I 13+ 5 0.4555 0.85 I Q I I V I I 13+10 0.4621 0.95 � Q I I V I I 13+15 0.4701 1.17 I 4 I ( U I I 13+20 0.4792 1.32 I Q I I V I I 13+25 0.4889 1.40 I 4 I I U I I 13+30 0.4989 1.46 I 4 I I V I I 13+35 0.5089 1.46 I 4 I I V I I 13+40 0.5182 1.34 I 4 I I V I I 13+45 0.5247 0.95 I 4 I I VI I 13+50 0.5294 0.68 I 4 I I VI I 13+55 0.5333 0.57 I 4 I I VI I 14+ 0 0.5367 0.50 �Q I I UI I 14+ 5 0.5399 0.47 14 I I VI I 14+10 0.5433 0.49 IQ I I U I 14+15 0.5476 0.63 I 4 I I V I 14+20 0.5526 0.72 � Q I I U I 14+25 0.5578 0.76 I 4 I I V I 14+30 0.5631 0.76 I 4 I I IV I 14+35 0.5683 0.76 I 4 I I IV I 14+40 0.5736 0.77 I 4 I I IU I 14+45 0.5790 0.79 � Q I I I V I 14+50 0.5845 0.79 I 4 I I I V I 14+55 0.5899 0.79 I 4 I ( I V I � 15+ 0 0.5952 0.76 I 4 I I I V I 15+ 5 0.6003 0.74 I 4 I I I V I 15+10 0.6053 0.73 I 4 I I I V I 15+15 0.6101 0.69 I 4 I I I V I 15+20 0.6147 0.67 I 4 I I I V I 15+25 0.6192 0.65 I 4 I I I V I 15+30 0.6234 0.62 I Q I I I U I 15+35 0.6274 0.58 I Q I I I V I 15+40 0.6309 0.52 I 4 I I I V I 15+45 0.6335 0.36 14 I I I V I 15+50 0.6353 0.26 14 I I I V I 15+55 0.6368 0.22 Q I I I V I 16+ 0 0.6381 0.20 Q I I I V I 16+ 5 0.6394 0.18 Q I I I V I 16+10 0.6406 0.17 Q I I I V I 16+15 0.6417 0.17 Q I I I V I 16+20 0.6429 0.17 Q I I I U I 16+25 0.6441 0.17 Q I I I V I 16+30 0.6452 0.17 Q I I I V I 16+35 0.6463 0.16 Q I I I V I 16+40 0.6474 0.16 Q ( I I V I 16+45 0.6484 0.15 Q I I I V I 16+50 0.6994 0.14 Q � � I V ( 16+55 0.6503 0.13 Q I I I V I 17+ 0 0.6512 0.13 Q I I I U I 17+ 5 0.6521 0.13 Q I I I V I 17+10 0.6530 0.14 Q I I I V I 17+15 0.6541 0.16 Q I I I V I 17+20 0.6554 0.18 Q I I I V I 17+25 0.6567 0.19 Q I I I V I � 17+30 0.6580 0.19 Q I I I V I 17+35 0.6594 0.20 Q I I ( V I 17+40 0.6608 0.20 Q I I I V I 10 17+45 0.6622 0.20 Q I I I V I � 17+50 0.6636 0.20 Q I I I V I 17+55 0.6649 0.20 Q I I I V I 18+ 0 0.6662 0.19 Q I I I V I 18+ 5 0.6674 0.18 Q I I I V I 18+10 0.6686 0.17 Q I I I V I 18+15 0.6698 0.17 Q I I I V I 18+20 0.6709 0.17 Q I I I U I 18+25 0.6721 0.17 Q I I I U I 18+30 0.6732 0.17 Q I I I V I 18+35 0.6743 0.16 Q I I I V I 18+40 0.6754 0.16 Q I I I V I 18+45 0.6764 0.15 Q I I I V I 18+50 0.6774 0.14 Q I I I V I 18+55 0.6782 0.13 Q I I I V I 19+ 0 0.6790 0.11 Q j I I V I 19+ 5 0.6797 0.10 Q � I I V I 19+10 0.6804 0.10 Q I I I V I 19+15 0.6811 0.11 4 I I I V I 19+20 0.6819 0.12 Q I I I U I 19+25 0.6828 0.12 4 I I f V I 19+30 0.6837 0.14 Q � � � V I 19+35 0.6848 0.15 Q � I I V I 19+40 0.6858 0.15 Q I I I V I 19+45 0.6867 0.14 Q � I I V I 19+50 0.6876 0.13 Q I I I U( 19+55 0.6885 0.12 Q I I I V I 20+ 0 0.6892 0.11 Q I I I V I 20+ 5 0.6899 0.10 Q I I I U I 20+10 0.6906 0.10 Q ( I I V I 20+15 0.6913 0.11 Q ( I I U I � 20+20 0.6921 0.12 Q I I I V I 20+25 0.6929 0.12 Q I I I V I 20+30 0.6937 0.12 Q I I I U I 20+35 0.6946 0.12 Q I I I V I 20+40 0.6954 0.12 Q I ( I V I 20+45 0.6962 0.12 Q I I I V I 20+50 0.6971 0.12 Q I I I V I 20+55 0.6979 0.12 Q I ( I U l 21+ 0 0.6986 0.10 Q I I I V I 21+ 5 0.6993 0.10 Q I I I V I 21+10 0.6999 0.10 Q I I I V I 21+15 0.7007 0.11 Q I I I V I 21+20 0.7014 0.11 Q I I I V I 21+25 0.7022 0.11 Q I I I V I 21+30 0.7029 0.10 Q I I I V I 21+35 0.7035 0.09 Q I I I U I 21+40 0.7042 0.10 Q I I i V I 21+45 0.7049 0.11 Q I I I V I 21+50 0.7057 0.11 Q I I I VI 21+55 0.7065 0.11 Q I I I VI 22+ 0 0.7071 0.10 Q I I I VI 22+ 5 0.7078 0.09 Q I I I VI 22+10 0.7084 0.09 Q I I I UI 22+15 0.7092 0.11 Q I I I VI 22+20 0.7099 0.11 Q I I I VI 22+25 0.7107 0.11 Q I I I VI 22+30 0.7114 0.10 Q I I I VI 22+35 0.7120 0.09 Q I I I VI 22+40 0.7126 0.09 Q I I I VI 22+45 0.7132 0.09 Q I I I VI � 22+50 0.7138 0.09 Q I I I VI 22+55 0.7144 0.08 Q I I I VI 11 � 23+ 0 0.7150 0.08 Q I I I VI 23+ 5 0.7155 0.08 Q I I I VI 23+10 0.7161 0.08 Q I I I VI 23+15 0.7167 0.08 Q I I I VI 23+20 0.7172 0.08 Q I I I VI 23+25 0.7178 0.08 Q I I I VI 23+30 0.7184 0.08 Q I I I VI 23+35 0.7189 0.08 Q I I I VI 23+40 0.7195 0.08 Q I I I VI 23+45 0.7201 0.08 Q I I I VI 23+50 0.7206 0.08 Q I I I VI 23+55 0.7212 0.08 Q I I I VI 24+ 0 0.7218 0.08 Q I I I �I 24+ 5 0.7223 0.08 Q I I I VI 24+10 0.7228 0.-07 Q I I I VI 24+15 0.7231 0.04 Q I I I VI 24+20 0.7233 0.03 Q I I I VI 29+25 0.7234 0.02 Q I I I VI 24+30 0.7235 0.01 Q I I I VI 24+35 0.7235 0.01 Q � I I VI 24+40 0.7236 0.01 Q � � � V� 24+45 0.7236 0.00 Q I I I VI 24+50 0.7236 0.00 Q I I I VI 24+55 0.7236 0.00 Q I I I VI 25+ 0 0.7236 0.00 Q I I I VI 25+ 5 0.7236 0.00 Q I I I VI 25+10 0.7236 0.00 Q I I I VI 25+15 0.7236 0.00 Q I I I VI 25+20 0.7236 0.00 Q I I I UI 25+25 0.7237 0.00 Q I I ( V ----------------------------------------------------------------------- � s 12 APPENDIX C .2: UNIT HYDROGRAPH ANALYSIS� AREA "B" � • 2-YEAR, 24-HouR � • U n i t H y d r o g r a p h A n a 1 y s i s. Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 File: AREABP242242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used.in output format TTM 30434 PROPOSED CONDITION ONSITE HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 2-YEAR STORM EVENT FILENAME: AREABP242 -------------------------------------------------------------------- Drainage Area = 20.96(Ac.) = 0.033 Sq. Mi. . Drainage Area for Depth-Area Areal Adjustment = 20.96(Ac.) = 0.033 Sq. Mi. USER Entry of lag time in hours Lag time = 0.166 Hr. Lag time = 9.98 Min. 25% of lag time = 2.50 Min. 40% of lag time = 3.99.Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)(1] Rainfall(In)[2] Weighting[1*2] 20.96 1.80 37.73 ' 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 20.96 4.50 99.32 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) � Sub-Area Data: l • Area(Ac.) Runoff Index Impervious � 20.960 71.30 0.157 Total Area Entered = 20.96(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-1 (In/Hr) (Dec.o) (In/Hr) (Dec.) (In/Hr) 71.3 52.6 0.546 0.157 0.469 1.000 0.469 Sum (F) = 0.469 Area averaged mean soil loss (F) (In/Hr) = 0.469 Minimum soil loss rate ((In/Hr)) = 0.234 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.774 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph � (CFS) 1 0.083 50.080 4.290 0.906 2 0.167 100.160 20.370 4.303 3 0.250 150.240 38.230 8.076 4 0.333 200.321 14.644 3.093 5 0.417 250.401 8.364 1.767 6 0.500 300.481 5.441 1.149 7 0.583 350.561 3.590 0.758 • 8 0.667 400.641 2.216 0.468 9 0.750 450.721 1.063 0.225 10 0.833 500.801 0.599 0.116 11 0.917 550.881 0.397 0.084 12 1.000 600.962 0.352 0.074 13 1.083 651.042 0.297 0.063 14 1.167 701.122 0.196 0.041 Sum = 100.000 Sum= 21.124 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) - Max � Low (In/Hr) 1 0.08 0.07 0.014 0.831 0.011 0.00 2 0.17 0.07 0.014 0.828 0.011 0.00 3 0.25 0.07 0.014 0.825 0.011 0.00 4 0.33 0.10 0.022 0.821 0:017 0.00 5 0.42. 0.10 0.022 0.818 0.017 0.00 6 0.50 0.10 0.022 0.815 0.017 0.00 7 0.58 0.10 0.022 0.812 0.017 0.00 8 0.67 0.10 0.022 0.809 0.017 0.00 9 0.75 0.10 0.022 0.805 0.017 0.00 10 0.83 0.13 0.029 0.802 0.022 0.01 11 0.92 0.13 0.029 0.799 0.022 0.01 12 1.00 0.13 0.029 0.796 0.022 0.01 13 1.08 0.10 0.022 0.793 0.017 0.00 14 1.17 0.10 0.022 0.790 0.017 0.00 15 1.25 0.10 0.022 0.787 0.017 0.00 16 1.33 0.10 0.022 0.783 0.017 0.00 17 1.42 0.10 0.022 0.780 0.017 0.00 18 1.50 0.10 0.022 0.777 0.017 0.00 • 19 1.58 0.10 0.022 0.774 0.017 0.00 20 1.67 0.10 0.022 0.771 0.017 0.00 2 0 21 1.75 0.10 0.022 0.768 0.017 0.00 22 1.83 0.13 0.029 0.765 0.022 0.01 23 1.92 0.13 0.029 0.762 0.022 0.`O1 24 2.00 0.13 0.029 0.759 0.022 0.01 25 2.08 0.13 0.029 0.756 0.022 0.01 26 2.17 0.13 0.029 0.753 0.022 0.01 27 2.25 0.13 0.029 0.749 0.022 0.01 28 2.33 0.13 0.029 0.746 0.022 0.01 29 2.42 0.13 0.029 0.743 0.022 0.01 30 2.50 0.13 0.029 0.740 0.022 0.01 31 2.58 0.17 0.036 0.737 0.028 0.01 32 2.67 0.17 0.036 0.734 0.028 0.01 33 2.75 0.17 0.036. 0.731 0.028 0.01 34 2.83 0.17 0.036 0.728 0.028 0.01 35 2.92 0.17 0.036 0.725 0.028 0.01 36 3.00 0.17 0.036 0.722 0.028 0.01 37 3.08 0.17 0.036 0.719 0.028 0.01 38 3.17 0.17 0.036 0.716 0.028 0.01 39 3.25 0.17 0.036 0.713 0.028 0.01 40 3.33 0.17 0.036 0.710 0.028 0.01 41 3.42 0.17 0.036 0.707 0.028 0.01 42 3.50 0.17 0.036 0.704 0.028 0.01 43 3.58 0.17 0.036 0.701 0.028 0.01 44 3.67 0.17 0.036 0.698 0.028 0.01 45 3.75 0.17 0.036 0.696 0.028 0.01 46 3.83 0.20 0.043 0.693 0.033 0.01 47 3.92 0.20 0.043 0.690 0.033 0.01 48 4.00 0.20 0.043 0.687 0.033 0.01 49 4.08 0.20 0.043 0.684 0.033 0.01 50 4.17 0.20 0.043 0.681 0.033 0.01 � 51 4.25 0.20 0.043 0.678 0.033 0.01 52 4.33 0.23 0.050 0.675 0.039 0.01 53 4.42 0.23 0.050 0.672 0.039 0.01 54 4.50 0.23 0.050 0.669 0.039 0.01 55 4.58 0.23 0.050 0.667 0.039 0.01 56 4.67 0.23 0.050 0.664 0.039 0.01 57 4.75 0.23 0.050 0.661 0.039 0.01 58 9.83 0.27 0.058 0.658 0.045 0.01 59 4.92 0.27 0.058 0.655 0.045 0.01 60 5.00 0.27 0.058 0.652 0.045 0.01 61 5.08 0.20 0.043 0.649 0.033 0.01 62 5.17 0.20 0.093 0.647 0.033 0.01 63 5.25 0.20 0.043 0.644 0.033 0.01 64 5.33 0.23 0.050 0.641 0.039 0.01 65 5.42 0.23 0.050 0.638 0.039 0.01 66 5.50 0.23 0.050 0.635 0.039 0.01 67 5.58 0.27 0.058 0.633 0.045 0.01 68 5.67 0.27 0.058 0.630 0.045 0.01 69 5.75 0.27 0.058 0.627 0.045 0.01 70 5.83 0.27 0.058 0.624 0.045 0.01 71 5.92 0.27 0.058 0.622 0.045 0.01 72 6.00 0.27 0.058 0.619 0.045 0.01 73 6.08 0.30 0.065 0.616 0.050 0.01 ' 74 6.17 0.30 0.065 0.613 0.050 0.01 75 6.25 0.30 0.065 0.611 0.050 0.01 76 6.33 0.30 0.065 0.608 0.050 0.01 77 6.42 0.30 0.065 0.605 0.050 0.01 78 6.50 0.30 0.065 0.602 0.050 0.01 79 6.58 0.33 0.072 0.600 0.056 0.02 80 6.67 0.33 0.072 0.597 0.056 0.02 81 6.75 0.33 0.072 0.594 0.056 0.02 • 82 6.83 0.33 0.072 0.592 0.056 0.02 83 6.92 0.33 0.072 0.589 0.056 0.02 3 A 84 7.00 0.33 0.072 0.586 0.056 0.02 85 7.08 0.33 0.072 0.584 0.056 0.02 86 7.17 0.33 0.072 0.581 0.056 0.02 87 7.25 0.33 0.072 0.578 0.056 0.02 88 7.33 0.37 0.079 0.576 0.061 0.02 89 7.42 0.37 0.079 0.573 0.061 0.02 90 7.50 0.37 0.079 0.570 0.061 0.02 91 7.58 0.40 0.086 0.568 0.067 0.02 92 7.67 0.40 0.086 0.565 0.067 0.02 93 7.75 0.40 0.086 0.563 0.067 0.02 94 7.83 0:43 0.094 0.560 0.072 0.02 95 7.92 0.43 0.094 0.557 0.072 0.02 96 8.00 0.43 0.094 0.555 0.072 0.02 97 8.08 0.50 0.108 0.552 0.084 0.02 98 8.17 0.50 0.108 0.550 0.084 0.02 • 99 8.25 0.50 0.108 0.547 0.084 0.02 100 8.33 0.50 0.108 0.544 0.084 0.02 101 8.42 0.50 0.108 0.592 0.084 0.02 102 8.50 0.50 0.108 0.539 0.084 0.02 103 8.58 0.53 0.115 0.537 0.089 0.03 104 8.67 0.53 0.115 0.534 0.089 0.03 105 8.75 0.53 0.115 0.532 0.089 0.03 106 8.83 0.57 0.122 0.529 0.095 0.03 107 8.92 0.57 0.122 0.527 0.095 0.03 108 9.00 0.57 0.122 0.524 0.095 0.03 109 9.08 0.63 0.137 0.522 0.106 0.03 110 9.17 0.63 0.137 0.519 0.106 0.03 111 9.25 0.63 0.137 0.517 0.106 0.03 112 9.33 0.67 0.144 0.514 0.112 0.03 113 9.42 0.67 0.144 0.512 0.112 0.03 • 114 9.50 0.67 0.144 0.510 0.112 0.03 115 9.58 0.70 0.151 0.507 0.117 0.03 ll6 9.67 0.70 0.151 0.505 0.117 0.03 117 9.75 0.70 0.151 0.502 0.117 0.03 118 9.83 0.73 0.158 0.500 0.123 0.04 119 9.92 0.73 0.158 0.497 0.123 0.04 120 10.00 0.73 0.158 0.495 0.123 0.04 121 10.08 0.50 0.108 0.493 0.084 0.02 122 10.17 0.50 0.108 0.490 0.084 0.02 123 10.25 0.50 0.108 0.488 0.084 0.02 124 10.33 0.50 0.108 0.485 0.084 0.02 125 10.42 0.50 0.108 0.483 0.084 0.02 126 10.50 0.50 0.108 0.481 0.084 0.02 127 10.58 0.67 0.144 0.478 0.112 0.03 128 10.67 0.67 0.144 0.476 0.112 0.03 129 10.75 0.67 0.144 0.474 0.112 0.03 130 10.83 0.67 0.149 0.471 0.112 0.03 131 10.92 0.67 0.144 0.469 0.112 0.03 132 11.00 0.67 0.144 0.467 0.112 0.03 133 11.08 0.63 0.137 0.465 0.106 0.03 134 11.17 0.63 0.137 0.462 0.106 0.03 135 11.25 0.63 0.137 0.460 0.106 0.03 136 11.33 0.63 0.13� 0.458 0.106 0.03 137 11.42 0.63 0.137 0.455 0.106 0.03 138 11.50 0.63 0.137 0.453 0.106 0.03 139 11.58 0.57 0.122 0.451 0.095 0.03 140 11.67 0.57 0.122 0.449 0.095 0.03 141 11.75 0.57 0.122 0.446 0.095 0.03 142 11.83 0.60 0.130 0.444 0.100 0.03 143 11.92 0.60 0.130 0.442 0.100 0.03 • 144 12.00 0.60 0.130 0.440 0.100 0.03 145 12.08 0.83 0.180 0.438 0.139 0.04 146 12.17 0.83 0.180 0.435 0.139 0.04 4 147 12.25 0.83 0.180 0.433 0.139 0.04 � 148 12.33 0.87 0.187 0.431 0.195 0.04 149 12.42 0.87 0.187 0.429 0.145 0.04 150 12.50 0.87 0.187 0.427 0.145 0.04 151 12.56 0.93 0.202 0.425 0.156 0.05 152 12.67 0.93 0.202 0.422 0.156 0.05 153 12.75 0.93 0.202 0.420 0.156 0.05 154 12.83 0.97 0.209 0.418 0.162 0.05 155 12.92 0.97 0.209 0.916 0.162 0.05 156 13.00 0.97 0.209 0.414 0.162 0.05 157 13.08 1.13 0.245 0.412 0.190 0..06 158 13.17 1.13 0.245 0.410 0.190 0.06 159 13.25 1.13 0.245 0.408 0.190 0.06 160 13.33 1.13 0.245 0.406 0.190 0.06 161 13.92 1.13 0.245 0.404 0.190 0.06 162 13.50 1.13 0.245 0.401 0.190 0.06 163 13.58 0.77 0.166 0.399 0.128 0.04 169 13.67 0.77 0.166 0.397 0.128 0.04 165 13.75 0.77 0.166 0.395 0.128 0.04 166 13.83 0.77 0.166 0.393 0.128 0.04 167 13.92 0.77 0.166 0.391 0.128 0.04 168 14.00 0.77 0.166 0.389 0.128 0.04 169 14.08 0.90 0.194 0.387 0.151 0.04 170 14.17 0.90 0.194 0.385 0.151 0.04 171 14.25 0.90 0.194 0.383 0.151 0.04 172 14.33 0.87 0.187 0.381 0.145 0.04 173 14.42 0.87 0.187 0.380 0.195 0.04 174 14.50 0.87 0.187 0.378 0.145 0.04 175 14.58 0.87 0.187 0.376 0.145 0.04 176 14.67 0.87 0.187 0.374 0.145 0.04 . 177 14.75 0.87 0.187 0.372 0.145 0.04 � 178 14.83 0.83 0.180 0.370 0.139 0.04 179 14.92 0.83 0.180 0.368 0.139 0.04 180 15.00 0.83 0.180 0.366 0.139 0.04 181 15.08 0.80 0.173 0.364 0.134 0.04 162 15.17 0.80 0.173 0.362 0.134 0.04 183 15.25 0.80 0.173 0.361 0.134 0.04 184 15.33 0.77 0.166 0.359 0.128 0.04 185 15.42 0.77 0.166 0.357 0.128 0.04 186 15.50 0.77 0.166 0.355 0.128 0.04 187 15.58 0.63 0.137 0.353 0.106 0.03 186 15.67 0.63 0.137 0.351 0.106 0.03 189 15.75 0.63 0.137 0.350 0:106 0.03 190 15.83 0.63 0.137 0.348 0.106 0.03 191 15.92 0.63 0.137 0.346 0.106 0.03 192 16.00 0.63 0.137 0.349 0.106 0.03 193 I6.08 0.13 0.029 0.342 0.022 0.01 194 16.17 0.13 0.029 0.391 0.022 0.01 195 16.25 0.13 0.029 0.339 0.022 0.01 196 16.33 0.13 0.029 0.337 0.022 0.01 197 16.42 0.13 0.029 0.336 0.022 0.01 198 16.50 0.13 0.029 0.334 0.022 0.01 199 16.58 0.10 0.022 0.332 0.017 0.00 200 16.67 0.10 0.022 0.330 0.017 0.00 201 16.75 0.10 0.022 0.329 0.017 0.00 202 16.83 0.10 0.022 0.327 0.017 0.00 203 16.92 0.10 0.022 0.325 0.017 0.00 204 17.00 0.10 0.022 0.329 0.017 0.00 205 17.08 0.17 0.036 0.322 0.028 0.01 206 17.17 0.17 0.036 0.321 0.028 0.01 207 17.25 0.17 0.036 0.319 0.028 0.01 • 208 17.33 0.17 0.036 0.317 0.028 0.01 209 17.42 0.17 0.036 0.316 0.028 0.01 5 • 210 17.50 0.17 0.036 0.314 0.028 0.01 211 17.58 0.17 0.036 0.313 0.028 0.01 212 17.67 0.17 0.036 0.311 0.028 0.01 213 17.75 0.17 0.036 0.309 0.028 0.01 214 17.83 0.13 0.029 0.308 0.022 O.Ol 215 17.92 0.13 0.029 0.306 0.022 0.01 . 216 18.00 0.13 0.029 0.305 0.022 0.01 217 18.08 0.13 0.029 0.303 0.022 0.01 218 18.17 0.13 0.029 0.302 0.022 0.01 219 18.25 0.13 0.029 0.300 0.022 0.01 220 18.33 0.13 0.029 0.299 0.022 0.01 221 18.42 0.13 0.029 0.298 0.022 0.01 222 18.50 0.13 0.029 0.296 0.022 0.01 • 223 18.58 0.10 0.022 0.295 0.017 0.00 224 18.67 0.10 0.022 0.293 0.017 0.00 225 18.75 0.10 0.022 0.292 0.017 0.00 226 18.83 0.07 0.014 0.290 0.011 0.00 227 18.92 0.07 0.014 0.289 0.011 0.00 228 19.00 0.07 0.014 0.288 0.011 0.00 229 19.08 0.10 0.022 0.286 0.017 0.00 230 19.17 0.10 0.022 0.285 0.017 0.00 231 19.25 0.10 0.022 0.284 0.017 0.00 232 19.33 0.13 0.029 0.282 0.022 0.01 233 19.42 0.13 0.029 0.281 0.022 0.01 234 19.50 0.13 0.029 0.280 0.022 0.01 235 19.58 0.10 0.022 0.278 0.017 0.00 236 19.67 0.10 0.022 0.277 0.017 0.00 237 19.75 0.10 0.022 0.276 0.017 0.00 238 19.83 0.07 0.014 0.275 0.011 0.00 239 19.92 0.07 0.019 0.273 0.011 0.00 • 240 20.00 0.07 0.014 0.272 0.011 0.00 241 20.08 0.10 0.022 0.271 0.017 0.00 242 20.17 0.10 0 0.270 0.017 0.00 243 20.25 0.10 0.022 0.269 0.017 0.00 244 20.33 0.10 0.022 0.267 0.017 0.00 245 20.42 0.10 0.022 0.266 0.017 0.00 246 20.50 0.10 0.022 0.265 0.017 0.00 247 20.58 0.10 0.022 0.264 0.017 0.00 248 20.67 0.10 0.022 0.263 0.017 0.00 249 20.75 0.10 0.022 0.262 0.017 0.00 250 20.83 0.07 0.014 0.261 0.011 0.00 251 20.92 0.07 0.014 0.260 0.011 0.00 252 21.00 0.07 0.014 0.259 0.011 0.00 253 21.08 0.10 0.022 0.258 0.017 0.00 254 21.17 0.10 0.022 0.257 0.017 0.00 255 21.25 0.10 0.022 0.256 0.017 0.00 256 21.33 0.07 0.014 0.255 0:011 0.00 257 21.42 0.07 0.014 0.254 0.011 0.00 258 21.50 0.07 0.014 0.253 0.011 0.00 259 21.58 0.10 0.022 0.252 0.017 0.00 260 21.67 0.10 0.022 0.251 0.017 0.00 261 21.75 0.10 0.022 0.250 0.017 0.00 262 21.83 0.07 0.014 0.249 0.011 0.00 263 21.92 0.07 0.014 0.248 0.011 0.00 264 22.00 0.07 0.014 0.247 0.011 0.00 265 22.08 0.10 0.022 0.247 0.017 0.00 266 22.17 0.10 0.022 0.246 0.017 0.00 267 22.25 0.10 0.022 0.245 0.017 0.00 268 22.33 0.07 0.014 0.244 0.011 0.00 269 22.42 0.07 0.014 0.244 0.011 0.00 270 22.50 0.07 0.014 0.243 0.011 0.00 • 271 22.58 0.07 0.014 0.242 0.011 0.00 272 22.67 0.07 0.014 0.241 0.011 0.00 6 • 273 22.75 0.07 0.014 0.241 0.011 0.00 274 22.83 0.07 0.014 0.240 0.011 0.00 275 22.92 0.07 0.014 0.240 0.011 0.00 276 23.00 0.07 0.014 0.239 0.011 0.00 277 23.08 0.07 0.014 0.238 0.011 0.00 278 23.17 0.07 0.014 0.238 0.011 0.00 279 23.25 0.07 0.014 0.237 0.011 0.00 280 23.33 0.07 0.014 0.237 0.011 0.00 281 23.42 0.07 0.014 0.236 0.011 0.00 282 23.50 0.07 0.014 0.236 0.011 0.00 283 23.58 0.07 0.014 0.236 0.011 0.00 284 23.67 0.07 0.014 0.235 0.011 0.00 285 23.75 0.07 0.014 0.235 0.011 0.00 286 23.83 0.07 0.014 0.235 0.011 0.00 287 23.92 0.07 0.014 0.235 0.011 0.00 288 24.00 0.07 0.014 0.234 0.011 0.00 Sum = 100.0 Sum = 4.9 Flood volume = Effective rainfall 0.41(In) times area 21.0(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft) Total soil loss = 1.39(In) Total soil loss = 2.435(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 30895.3 Cubic Feet Total soil loss = 106051.8 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.151(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h ----------------------------------------------- S Hydrograph in 5 Minute intervals ((CFS)) Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0001 0.02 Q I I I I 0+15 0.0004 0.04 Q I I I I 0+20 0.0008 0.05 Q I I I I 0+25 0.0013 0.07 Q I I I 1 0+30 0.0019 0.08 Q I I I I 0+35 0.0025 0.09 Q I I I I 0+40 0.0032 0.10 Q I I I I 0+45 0.0038 0.10 Q I I I I 0+50 0.0045 0.10 Q I I I I 0+55 0.0053 0.11 Q I I I I 1+ 0 0.0061 0.12 Q I I I I 1+ 5 0.0070 0.13 Q I I I I 1+10 0.0079 0.12 Q I I I I 1+15 0.0086 0.11 Q I I I I 1+20 0.0094 0.11 Q I I I I 1+25 0.0101 0.11 Q I I I 'I 1+30 0.0109 0.11 Q I I I I 1+35 0.0116 0.10 Q I I I I 1+40 0.0123 0.10 Q I I I I 1+45 0.0130 0.10 Q I I I I 1+50 0.0137 0.10 Q I I I I 1+55 0.0195 0.11 Q I I I I 2+ 0 0.0154 0.12 Q I I I I � 2+ 5 0.0162 0.13 Q I I I I 2+10 0.0172 0.13 Q I I I I 2+15 0.0181 0.13 QV I I I I 7 � 2+20 0.0190 0.14 QV I I I I 2+25 0.0200 0.14 QV I I I I 2+30 0.0209 0.14 QV I I I I 2+35 0.0219 0.14 QV I I I I 2+40 0.0229 0.15 QV I I I I 2+45 0.0239 0.16 QV I I I I 2+50 0.0251 0.16 QV I I I I 2+55 0.0262 0.17 QV I I I I 3+ 0 0.0274 0.17 QV I I I I 3+ 5 0.0266 0.17 QV I I I I 3+10 0.0297 0.17 QV I I I I 3+15 0.0309 0.17 QV I I I I 3+20 0.0321 0.17 QV I I I I 3+25 0.0333 0.17 QV I I I I 3+30 0.0344 0.17 QV I I I I 3+35 0.0356 0.17 Q V I I I I 3+40 0.0368 0.17 Q V I I I I 3+45 0.0380 0.17 Q V I I I I 3+50 0.0392 0.17 Q V I I I I 3+55 0.0404 0.18 Q V I I I I 4+ 0 0.0418 0.19 Q V I I I I 4+ 5 0.0431 0.20 Q V I I I I 4+10 0.0445 0.20 Q V I I I I 4+15 0.0459 0.20 Q V I I I I 4+20 0.0473 0.21 Q V I I I I 4+25 0.0488 0.21 Q V I I I I 4+30 0.0504 0.23 Q V I I I I 4+35 0.0520 0.23 Q V I I I I 4+40 0.0536 0.24 Q V I I I I 4+45 0.0552 0.24 Q V I I I I � 4+50 0.0569 0.24 Q V I I I I 4+55 0.0586 0.25 4 V I I I I 5+ 0 0.0604 0.26 (4 V I I I I 5+ 5 0.0622 0.26 �Q V I I I I 5+10 0.0639 0.25 14 V I I I I 5+15 0.0655 0.23 Q V I I I I 5+20 0.0670 0.22 Q v I I I I 5+25 0.0686 0.22 Q V I I I I 5+30 0.0702 0.23 Q V I I I I 5+35 0.0718 0.24 Q V I I I I 5+40 0.0735 0.25 Q V I I I I 5+45 0.0753 0.26 14 V I I I I 5+50 0.0771 0.27 14 V I I I I 5+55 0.0790 0.27 14 V I I I I 6+ 0 0.0808 0.27 14 V I I I I 6+ 5 0.0827 0.27 14 V I I I I 6+10 0.0847 0.28 P4 V I I I I 6+15 0.0867 0.30 14 V I I I I 6+20 0.0888 0.30 14 V I I I I 6+25 0.0909 0.30 IQ V I I I I 6+30 0.0930 0.31 14 V I I I I 6+35 0.0951 0.31 14 V I I I I 6+40 0.0973 0.32 14 V I I I I 6+45 0.0995 0.33 �Q V I I I I 6+50 0.1018 . 0.34 �Q V I I I I 6+55 0.1042 0.34 14 V I I I I 7+ 0 O.1b65 0.34 IQ V I I I I 7+ 5 0.1089 0.34 14 V I I I I 7+10 0.1112 0.34 14 V I I I I �+15 0.1136 0.34 14 V I I I I � 7+20 0.1160 0.34 14 V I I I I 7+25 0.1184 0.35 14 V I I I I 7+30 0.1209 0.36 14 U I I I I g 7+35 0.1234 0.37 14 V I I I I � 7+40 0.1261 0.38 14 U I I I L 7+45 0.1288 0.40 14 U I I I I 7+50 0.1316 0.40 14 V � I I I 7+55 0.1344 0.41 �Q V I I I I 8+ 0 0.1374 0.43 14 V I I I I 8+ 5 0.1404 0.44 �Q V I I I I 8+10 0.1436 0.46 14 V I I I I 8+15 0.1469 0.49 1.4 V I I I I 8+20 0.1503 0.50 14 V I I I I 8+25 0.1538 0.50 I 4 U I I I I 8+30 0.1573 0.51 � Q V I I I I 8+35 0.1608 0.51 I 4 VI I I I 8+40 0.1644 0.52 I 4 UI. I I I 8+45 0.1681 0.54 I 4 VI I I I 8+50 0.1718 0.54 I 4 VI I I I 8+55 0.1757 0.55 I 4 VI I I I 9+ 0 0.1796 0.57 I 4 V I I I 9+ 5 0.1835 0.58 I 4 V I I I 9+10 0.1876 0.59 I 4 V I I I 9+15 0.1919 0.62 I Q V I I I 9+20 0.1963 0.64 I 4 IV I I I 9+25 0.2008 0.65 I 4 IV I I I 9+30 0.2054 0.67 � Q IV I I I 9+35 0.2100 0.68 � Q IU I I I 9+90 0.2148 0.69 I Q I V I I I 9+45 0.2196 0.70 I 4 I V I I I 9+50 0.2245 0.71 I Q I V I I I 9+55 0.2295 0.72 I Q I V I I I 10+ 0 0.2346 0.74 I 4 I U I I I 10+ 5 0.2396 0.73 I 4 I V I I I � 10+10 0.2444 0.69 I 4 I V I I I 10+15 0.2485 0:60 I 4 I V I I I 10+20 0.2524 0.57 I 4 I V I I I 10+25 0.2562 0.55 I 4 I V I I I 10+30 0.2599 0.53 I 4 I V I I I 10+35 0.2636 0.53 I 4 I V I I I 10+40 0.2674 0.56 � Q I V I I I 10+45 0.2718 0.63 I 4 I V I I I 10+50 0.2763 0.65 I 4 I V ( I I 10+55 0.2808 0.66 I 4 I V I I I 11+ 0 0.2855 0.67 I 4 I V I I I 11+ 5 0.2901 0.68 I 4 I V I I I 11+10 0.2948 0.67 I 4 I V I I I 11+15 0.2993 0.66 I Q I V I I I 11+20 0.3038 0.66 I Q I V I I I 11+25 0.3084 0.66 � Q I V I I I 11+30 0.3129 0.65 I 4 I V I I I 11+35 0.3174 0.65 I 4 I V I I I 11+40 0.3217 0.64 I 4 I V I I I 11+45 0.3259 0.61 I 4 I V I I I 11+50 0.3301 0.60 I Q I V I I I 11+55 0.3342 0.60 I 4 I V I I I 12+ 0 0.3384 0.61 I 4 I �I I I 12+ 5 0.3427 0.62 I 4 I �I I I 12+10 0.3474 0.6� I 4 I VI I I 12+15 0.3527 0.77 I 4 I VI I I 12+20 0.3582 0.80 I 4 I U I I 12+25 0.3639 0.83 I 4 I V I I 12+30 0.3698 0.86 I 4 I U I I 12+35 0.3759 0.88 I 4 I IV I I • 12+40 0.3821 0.90 I 4 I IV I I 12+45 0.3884 0.93 I 4 I IV I I 9 � 12+50 0.3949 0.94 I 4 I I V I I 12+55 0.4015 0.96 I 4 I I V I I 13+ 0 0.4082 0.98 I 4 ( I V I I 13+ 5 0.4151 0.99 I 4 I I V I I 13+10 0.4222 1.03 I 4 I I V I I 13+15 0.4297 1.10 I 4 I I V I I 13+20 0.4375 1.13 I Q I I V I I 13+25 0.4453 1.14 I 4 I I U I I 13+30 0.4533 1.15 I 4 I I V I I 13+35 0.4611 1.14 I 4 I I V I I 13+40 0.4685 1.07 I 4 I I V � I 13+45 0.4749 0.93 I 4 I I U I I 13+50 0.4809 0.87 I 4 I I V I I 13+55 0.4867 0.84 I Q I I U I I 14+ 0 0.4923 0.82 I Q I I V I I 14+ 5 0.4979 0.81 I 4 I I V I I 14+10 0.5037 0.83 I 4 I I V I I 14+15 0.5098 0.86 I 4 I I U I I 14+20 0.5160 0.90 I 4 I I VI I 14+25 0.5222 0.90 I Q I I VI I 14+30 0.5263 0.90 I 4 ( I UI I 14+35 0.5345 0.89 I 4 I I V I 14+40 0.540� 0.89 I 4 I I U I 14+45 0.5468 0.89 I 4 I I V I 14+50 0.5529 0.89 I 4 I I IV I 14+55 0.5590 0.88 I 4 I I I� I 15+ 0 0.5650 0.87 I 4 I I IV I 15+ 5 0.5710 0.86 I 4 I I I V I 15+10 0.5769 0.85 I 4 I I I V I 15+15 0.5827 0.84 � Q � � � V � 15+20 0.5884 0.83 I 4 I I I U I � 15+25 0.5940 0:82 I 4 I I I V I 15+30 0.5996 0.81 I 4 I I I V I 15+35 0.6051 0.79 I 4 I I I V I 15+40 0.6103 0.76 I 4 I I I V I 15+45 0.6152 0.71 I 4 I I I U I 15+50 0.6199 0.69 I 4 I I I U I 15+55 0.6245 0.67 I 4 I I I U I 16+ 0 0.6291 0.66 I 4 I I I V I 16+ 5 0.6335 0.64 I Q I I I V I 16+10 0.6371 0.53 � Q I I I V I 16+15 0.6394 0.33 14 I I I V I 16+20 0.6412 0.25 14 I I I V I 16+25 0.6426 0.21 Q I I I V I 16+30 0.6439 0.18 Q I I I V I 16+35 0.6450 0.16 Q I I I V I 16+40 0.6460 0.19 Q' I ' I I U I 16+45 0.6468 0.12 Q I I I V I 16+50 0.6477 0.12 4 ( I I V I 16+55 0.6484 0.11 Q � I I V I 17+ 0 0.6492 0.11 Q I I ( V I 17+ 5 0.6499 0.11 Q I I I V I 17+10 0.6508 0.12 Q I I I V I 17+15 0.6518 0.15 Q I I I V I 17+20 0.6528 0.16 Q I I I V � 17+25 0.6540 0.16 Q I I I � I 17+30 0.6551 0.17 Q I I I V I. 17+35 0.6563 0.17 Q I I I U I 17+40 0.6574 0.17 Q I I I V I 17+45 0.6586 0.17 Q I I I V I � 17+50 0.6598 0.17 Q I I I V I 17+55 0.6609 0.16 Q I I I V I 18+ 0 0.6619 0.15 Q I I I V I 1� 4 18+ 5 0.6629 0.14 Q I I I V I 18+10 0.6639 0.19 Q I I I V I 18+15 0.6649 0.14 Q I I I V I 18+20 0.6658 0.14 Q I I I V I 18+25 0.6668 0.14 Q I I I V I 18+30 0.6677 0.14 Q I I I V I 18+35 0.6687 0.14 Q I I I � I 18+40 0.6696 0.13 Q I I I V I 18+45 0.6704 0.12 Q I I I V I 18+50 0.6711 0.11 Q I I I V I 18+55 0.6718 0.10 Q I I I V I 19+ 0 0.6724 0.08 Q I I I V I 19+ 5 0.6729 0.08 4 I I I V I 19+10 0.6735 0.08 Q I I I U I 19+15 0.6791 0.09 Q I I I V I 19+20 0.6748 0.10 Q I I I V I 19+25 0.6756 0.11 Q I I I V I 19+30 0.6764 0.12 Q I I I V I 19+35 0.6773 0.13 Q I I I V I 19+40 0.6781 0.12 Q I I I U I 19+45 0.6789 0.11 Q I I I V I 19+50 0.6796 0.11 Q I I I V I 19+55 0.6803 0.10 Q I I f V I 20+ 0 0.6809 0.08 Q I I I V I 20+ 5 0.6814 0.08 Q I I I V I 20+10 0.6820 0.08 Q I I I V I 20+15 0.6826 0.09 Q I I I V I 20+20 0.6833 0.10 Q I I I U I 20+25 0.6890 0.10 Q I I I U I 20+30 0.6847 0.10 Q I I I V I 20+35 0.6854 0.10 Q I I I V I � 20+40 0.6861 0.10 Q I I I V I 20+45 0.6868 0.10 Q I I I V I 20+50 0.6875 0.10 Q I I I V I 20+55 0.6882 0.09 Q I I ( V I 21+ 0 0.6887 0.08 Q I I I V I 21+ 5 0.6892 0.08 Q I I I V I 21+10 0.6898 0.08 Q I I I U I 21+15 0.6905 0.09 Q I I I V I 21+20 0.6911 0.10 Q I I I V I 21+25 0.6917 0.09 Q I I I UI 21+30 0.6923 0.08 Q I I I UI 21+35 0.6928 0.08 Q I I I VI 21+40 0.6934 0.08 Q I I I UI 21+45 0.6940 0.09 Q I I I VI 21+50 0.6947 0.10 Q ( I I VI 21+55 0.6953 0.09 Q 'I I I VI 22+ 0 0.6958 0.08 Q I I I VI 22+ 5 0.6964 0.08 Q I I I vl 22+10 0.6969 0.08 Q I I I VI 22+15 0.6976 0.09 Q I I I UI 22+20 0.6982 0.10 Q I I I VI 22+25 0.6988 0.09 Q I I I V�) 22+30 0.6994 0.08 Q I I I VI 22+35 0.6999 0.07 Q I I I VI 22+40 0.7004 0.07 Q I I I VI 22+45 0.7009 0.07 Q I I I UI 22+50 0.7014 0.07 Q I I I VI 22+55 0.7018 0.07 Q I I I UI 23+ 0 0.7023 0.07 Q I I I VI � 23+ 5 0.7028 0.07 4 I I I UI 23+10 0.7033 0.07 Q I I I - VI 23+15 0.7037 0.07 Q I I I VI 11 � 23+20 0.7042 0.07 Q � � ( V� 23+25 0.7047 0.07 Q I I I VI 23+30 0.7052 0.07 Q I I I vl 23+35 0.7056 0.07 Q I I I V� 23+40 0.7061 0.07 4 I I I VI 23+45 0.7066 0.07 Q I I I VI 23+50 0.7071 0.07 Q � � � V� 23+55 0.7075 0.07 Q I I I VI 24+ 0 0.7080 0.07 Q I I I VI 24+ 5 0.7085 0.07 4 I I I VI 24+10 0.7088 0.05 Q I I I VI 24+15 0.7090 0.03 Q I I I VI 24+20 0.7091 0.02 Q I I I VI 24+25 0.7092 0.01 Q I I I VI 29+30 0.7092 0.01 Q I I I VI 24+35 0.7092 0.00 Q I I I VI 24+40 0.7092 0.00 Q I I I VI 24+45 0.7092 0.00 Q I I I VI 24+50 0.7093 0.00 Q I I I VI 24+55 0.7093 0.00 Q I I I VI 25+ 0 0.7093 0.00 Q I I I VI 25+ 5 0.7093 0.00 Q I I I �I • � IZ s • lO-YEAR, 24-Houtt � • U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 12/04/08 File: AREABP2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 TRI-8 Builders - S/N 615 --------------------------------------------------------------------- English (in-lb) Input Units Used EngIish Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 30439 PROPOSED CONDITION ONSITE HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 10-YEAR STORM EVENT FILENAME: AREABP2910 -------------------------------------------------------------------- Drainage Area = 20.96(Ac.) = 0.033 Sq. Mi.. Drainage Area for Depth-Area Areal Adjustment = 20.96(Ac.) = 0.033 Sq. � Mi. USER Entry of lag time in hours Lag time = 0.157 Hr. Lag time = 9.41 Min. 25% of lag time = 2.35 Min. 400 of lag time = 3.77 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 20.96 1.80 37.73 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 20.96 4.50 94.32 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1,800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) � Sub-Area Data: Area(Ac.) Runoff Index Impervious % 1 � 20.960 71.30 0.157 Total Area Entered = 20.96(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-2 (In/Hr) (Dec.$) (In/Hr) (Dec.) (In/Hr) 71.3 71.3 0.347 0.157 0.298 1.000 0.298 Sum (F) = 0.298 Area averaged mean soil loss (F) (In/Hr) = 0.298 Minimum soil loss rate ((In/Hr)) = 0.149 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.774 U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) --------------------------------------------------------------------- 1 0.083 53.112 4.667 0.986 2 0.167 106.225 23.924 5.054 3 0.250 159.337 37.256 7.870 4 0.333 212.450 13.779 2.911 5 0.417 265.562 7.964 1.682 6 0.500 318.679 5.113 1.080 7 0.583 371.787 3.226 0.681 8 0.667 424.899 1.830 0.387 9 0.750 478.011 0.744 0.157 S 10 0.833 531.124 0.507 0.107 11 0.917 584.236 0.359 0.076 12 1.000 637.349 0.366 0.077 13 1.083 690.461 0.191 0.040 14 1.167 743.573 0.075 0.016 Sum = 100.000 Sum= 21.124 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.023 0.528 0.018 0.01 2 0.17 0.07 0.023 0.526 0.018 0.01 3 0.25 0.07 0.023 0.524 0.018 0.01 4 0.33 0.10 0.035 0.522 0.027 0.01 5 0.42 0.10 0.035 0.520 0.027 0.01 6 0.50 0.10 0.035 0.516 0.027 0.01 7 0.58 0.10 0.035 0.516 0.027 0.01 8 0.67 0.10 0.035 0.513 0.027 0.01 9 0.75 0.10 0.035 0.511 0.027 0.01 10 0.83 0.13 0.047 0.509 0.036 0.01 11 0.92 0.13 0.047 0.507 0.036 0.01 - 12 1.00 0.13 0.047 0.505 0.036 0.01 13 1.08 0.10 0.035 0.503 0.027 0.01 14 1.17 0.10 0.035 0.501 0.027 0,01 15 1.25 0.10 0.035 0.499 0.027 0.01 16 1.33 0.10 0.035 0.498 0.027 0.01 17 1.42 0.10 0.035 0.496 0.027 0.01 18 1.50 0.10 0.035 0.494 0.027 0.01 19 1.58 0.10 0.035 0.492 0.027 0.01 S 20 1.67 0.10 0.035 0.490 0.027 0.01 21 1.75 0.10 0.035 0.488 0.027 0.01 2 � 22 1.83 0.13 0.047 0.486 0.036 0.01 23 1.92 0.13 0.047 0.484 0.036 0.01 � 24 2.00 0.13 0.047 0.482 0.036 0.01 25 2.08 0.13 0.047 0.480 0.036 0.01 26 2.17 0.13 0.047 0.478 0.036 0.01 27 2.25 0.13 0.047 0.476 0.036 0.01 28 2.33 0.13 0.047 0.474 0.036 0.01 29 2.42 0.13 0.047 0.472 0.036 0.01 30 2.50 0.13 0.047 0.470 0.036 0.01 31 2.58 0.17 0.058 0.468 0.045 0.01 32 2.67 0:17 0.058 0.466 0.045 0.01 33 2.75 0.17 0.058 0.464 0.045 0.01 34 2.83 0.17 0.058 0.462 0.045 0.01 35 2.92 0.17 0.058 0.961 0.045 0.01 36 3.00 0.17 0.058 0.459 0.045 0.01 37 3.08 0.17 0.058 0.457 0.045 0.01 38 3.17 0.17 0.058 0.955 0.045 0.01 39 3.25 0.17 0.058 0.453 0.045 0.01 40 3.33 0.17 0.058 0.451 0.045 0.01 41 3.42 0.17 0.058 0.449 0.045 0.01 42 3.50 0.17 0.058 0.447 0.045 0.01 43 3.58 0.17 0.058 0.445 0.045 0.01 44 3.67 0.17 0.058 0.494 0.045 0.01 45 3.75 0.17 0.058 0.442 0.045 0.01 46 3.83 0.20 0.070 0.440 0.054 0.02 47 3.92 0.20 0.070 0.438 0.054 0.02 48 4.00 0.20 0.070 0.436 0.054 0.02 49 4.08 0.20 0.070 0.434 0.054 0.02 50 4.17 0.20 0.070 0.432 0.054 0.02 51 4.25 0.20 0.070 0.431 0.054 0.02 52 4.33 0.23 0.081 0.429 0.063 0.02 .� 53 4.42 0.23 0.081 0.427 0.063 0.02 �� 54 4.50 0.23 0.081 0.425 0.063 0.02 55 4.58 0.23 0.081 0.423 0.063 0.02 56 4.67 0.23 0.081 0.421 0.063 0.02 57 4.75 0.23 0.081 0.420 0.063 0.02 58 4.83 0.27 0.093 0.418 0.072 0.02 59 4.92 0.27 0.093 0.416 0.072 0.02 60 5.00 0.27 0.093 0.414 0.072 0.02 61 5.08 0.20 0.070 0.412 0.054 0.02 . 62 5.17 0.20 0.070 0.411 0.054 0.02 63 5.25 0.20 0.070 0.409 0.054 0.02 64 5.33 0.23 0.081 0.407 0.063 0.02 65 5.42 0.23 0.081 0.405 0.063 0.02 66 5.50 0.23 0.081 0.403 0.063 0.02 67 5.58 0.27 0.093 0.402 0.072 0.02 68 5.67 0.27 0.093 0.400 0.072 0.02 69 5.75 0.27 0.093 0.396 0.072 0.02 70 5.83 0.27 0.093 0.396 0.072 0.02 71 5.92 0.27 0.093 0.395 0.072 0.02 72 6.00 0.27 0.093 0.393 0.072 0.02 73 6.08 0.30 0.105 0.391 0.081 0.02 74 6.17 0.30 0.105 0.389 0.081 0.02 75 6.25 0.30 0.105 0.388 0.081 0.02 76 6.33 0.30 0.105 0.386 0.081 0.02 77 6.42 0.30 0.105 0.384 0.081 0.02 78 6.50 0.30 0.105 0.383 0.081 0.02 79 6.58 0.33 0.116 0.381 0.090 0.03 80 6.67 0.33 0.116 0.379 0.090 0.03 81 6.75 0.33 0.116 0.377 0.090 0.03 82 6.83 0.33 0.116 0.376 0.090 0.03 � J 83 6.92 0.33 0.116 0.374 0.090 0.03 / 84 7.00 0.33 0.116 0.372 0.090 0.03 3 85 7.08 0.33 0.116 0.371 0.090 0.03 86 7.17 0.33 0.116 0.369 0.090 0.03 �� 87 7.25 0.33 0.116 0.367 0.090 0.03 88 7.33 0.37 0.128 0.366 0.099 0.03 89 7.42 0.37 0.128 0.369 0.099 0.03 90 7.50 0.37 0.128 0.362 0.099 0.03 91 7.58 0.40 0.140 0.361 0.106 0.03 92 7.67 0.40 0.140 0.359 0.108 0.03 93 7.75 0.40 0.140 0.357 0.108 0.03 94 7.83 0.43 0.151 0.356 0.117 0:03 95 7.92 0.43 0.151 0.354 0.117 0.03 96 8.00 0.43 0.151 0.352 0.117 0.03 97 8.08 0.50 0.175 0.351 0.135 0.04 98. 8.17 0.50 0.175 0.349 0.135 0.04 99 8.25 0.50 0.175 0.347 0.135 0.04 100 8.33 0.50 0.175 0.346 0.135 0.04 101 8.42 0.50 0.175 0.344 0.135 0.04 102 8.50 0.50 0.175 0.343 0.135 0.04 103 8.58 0.53 0.186 0.341 0.144 0.04 104 8.67 0.53 0.186 0.339 0.144 0.04 105 8.75 0.53 0.186 0.338 0.144 0.04 106 8.83 0.57 0.198 0.336 0.153 0.04 107 8.92 0.57 0.198 0.335 0.153 0.04 108 9.00 0.57 0.198 0.333 0.153 0.04 109 9.08 0.63 0.221 0.331 0.171 0.05 110 9.17 0.63 0.221 0.330 0.171 0.05 lll 9.25 0.63 0.221 0.328 0.171 0.05 112 9.33 0.67 0.233 0.327 0.180 0.05 113 9.42 0.67 0.233 0.325 0.180 0.05 114 9.50 0.67 0.233 0.324 0.180 0.05 115 9.58 0.70 0.244 0.322 0.189 0.06 116 9.67 0.70 0.249 0.320 0.189 0.06 \ 117 9.75 0.70 0.244 0.319 0.189 0.06 � 118 9.83 0.73 0.256 0.317 0.198 0.06 119 9.92 0.73 0.256 0.316 0.198 0.06 120 10.00 0.73 0.256 0.314 0.198 0.06 121 10.08 0.50 0.175 0.313 0.135 0.04 122 10.17 0.50 0.175 0.311 0.135 0.04 123 10.25 0.50 0.175 0.310 0.135 0.04 124 10.33 0.50 0.175 0.308 0.135 0.04 125 10.42 0.50 0.175 0.307 0.135 0.04 126 10.50 0.50 0.175 0.305 0.135 0.04 127 10.56 0.67 0.233 0.304 0.180 0.05 128 10.67 0.67 0.233 0.302 0.180 0.05 129 10.75 0.67 0.233 0.301 0.180 0.05 130 10.83 0.67 0.233 0.299 0.180 0.05 131 10.92 0.67 0.233 0.298 0.180 0.05 132 11.00 0.67 0.233 0.296 0.180 0.05 133 11.08 0.63 0.221 0.295 0.171 0.05 134 11.17 0.63 0.221 0.294 0.171 0.05 135 11.25 0.63 0.221 0.292 0.171 0.05 136 11.33 0.63 0.221 0.291 0.171 0.05 137 11.42 0.63 0.221 0.289 0.171 0.05 138 11.50 0.63 0.221 0.288 0.171 0.05 139 11.58 0.57 0.198 0.286 0.153 0.04 140 11.67 0.57 0.198 0.285 0.153 0.04 141 11.75 0.57 0.198 0.283 0.153 0.04 142 11.83 0.60 0.210 0.282 0.162 0.05 143 11.92 0.60 0.210 0.281 0.162 0.05 144 12.00 0.60 0.210 0.279 0.162 0.05 145 12.08 0.83 0.291 0.278 --- 0.01 � 146 12.17 0.83 0.291 0.276 --- 0.01 197 12.25 0:83 0.291 0.275 --- 0.02 4 • 148 12.33 0.87 0.303 0.274 =-- 0.03 149 12.42 0.87 0.303 0.272 0.03 150 12.50 0.87 0.303 0.271 0.03 151 12.58 0.93 0.326 0.270 --- 0.06 152 12.67 0.93 0.326 0.268 --- 0.06 153 12.75 0.93 0.326 0.267 --- 0.06 154 12.83 0.97 0.338 0.266 --- 0.07 155 12.92 0.97 0.338 0.264 , --- 0.07 156 13.00 0.97 0.338 0.263 --- 0.07 157 13.08 1.13 0.396 0.262 --- 0.13 158 13.17 1.13 0.396 0.260 --- 0.14 159 13.25 1.13 0.396 0.259 --- 0.14 160 13.33 1.13 0.396 0.258 --- 0.14 161 13.42 1.13 0.396 0.256 --- 0.14 162 13.50 1.13 0.396 0.255 --- 0.14 163 13.58 0.77 0.268 0.254 --- 0.01 164 13.67 0.77 0.268 0.252 --- 0.02 165 13.75 0.77 0.268 0.251 --- 0.02 166 13.83 0.77 0.268 0.250 --- 0.02 167 13.92 0.77 0.268 0.249 --- 0.02 168 14.00 0.77 0.268 0:247 --- 0.02 169 14.08 0.90 0.314 0.246 --- 0.07 170 14.17 0.90 0.314 0.245 --- 0.07 171 14.25 0.90 0.314 0.243 --- 0.07 172 14.33 0.87 0.303 0.242 --- 0.06 173 14.42 0.87 0.303 0.241 --- 0.06 174 14.50 0.87 0.303 0.240 --- 0.06 175 14.58 0.87 0.303 0.239 --- 0.06 176 14.67 0.87 0.303 0.237 --- 0.07 177 14.75 0.87 0.303 0.236 --- 0.07 � 178 T4.83 0.83 0.291 0.235 =_= 0.06 179 14.92 0.83 0:291 0.234 0.06 180 15.00 0.83 0.291 0.232 0.06 181 15.08 0.80 0.279 0.231 -- 0.05 182 15.17 0.80 0.279 0.230 --- 0.05 183 15.25 0.80 0.279 0.229 --- 0.05 184 15.33 0.77 0.268 0.228 --- 0.04 185 15.42 0.77 0.268 0.227 --- 0.04 186 15.50 0.77 0.268 0.225 --- 0.04 187 15.58 0.63 0.221 0.224 0.171 0.05 188 15.67 0.63 0.221 0.223 0.171 0.05 189 15.75 0.63 0.221 0.222 0.171 0.05 190 15.83 0.63 0.221 0.221 --- 0.00 191 15.92 0.63 0.221 0.220 --- 0.00 192 16.00 0.63 0.221 0.219 --- 0.00 193 16.08 0.13 0.047 0.217 0.036 0.01 194 16.17 0.13 0.047 0.216 0:036 0.01 195 16.25 0.13 0.047 0.215 0.036 0.01 196 16.33 0.13 0.047 0.214 0.036 0.01 197 16.42 0.13 0.047 0.213 0.036 0.01 198 16.50 0.13 0.047 0.212 0.036 0.01 199 16.58 0.10 0.035 0.211 0.027 0.01 200 16.6� 0.10 0.035 0.210 0.027 0.01 201 16.75 0.10 0.035 0.209 0.027 0.01 202 16.83 0.10 . 0.035 0.208 0.027 0..01 203 16.92 0.10 0.035 0.207 0.027 0.01 204 17.00 0.10 0.035 0.206 0.027 0.01 205 17.08 0.1� 0.058 0.205 0.045 0.01 206 17.17 0.17 0.058 0.204 0.045 0.01 207 17.25 0.17 0.058 0.203 0.045 0.01 � 208 17.33 0.17 0.058 0.202 0.045 0.01 209 17.42 0.17 0.058 0.200 0.045 0.01 210 17.50 0.17 0.058 0.199 0.045 0.01 5 � 211 17.58 0.17 0.058 0.198 0.045 0.01 212 17.67 0.17 0.058 0.198 0.095 0.01 213 17.75 0.17 0.058 0.197 0.045 0.01 214 17.83 0.13 0.047 0.196 0.036 0.01 215 17.92 0.13 0.047 0.195 0.036 0.01 216 18.00 0.13 0.047 0.194 0.036 0.01 217 18.08 0.13 0.047 0.193 0.036 0.01 218 18.17 0.13 0.047 0.192 0.036 0.01 219 18.25 0.13 0.047 0.191 0.036 0.01 220 18.33 0.13 0.047 0.190 0.036 0.01 221 18.42 0.13 0.047 0.189 0.036 0.01 222 18.50 0.13 0.047 0.188 0.036 0.01 223 18.58 0.10 0.035 0.187 0.027 0.01 224 18.67 0.10 0.035 0.186 0.027 0.01 225 18.75 0.10 0.035 0.185 0.027 0.01 226 18.83 0.07 0.023 0.184 0.018 0.01 227 18.92 0.07 0.023 0.184 0.018 0.01 228 19.00 0.07 0.023 0.183 0.018 0.01 229 19.06 0.10 0.035 0.182 0.027 0.01 230 19.17 0.10 0.035 0.181 0.027 0.01 231 19.25 0.10 0.035 0.180 0.027 0.01 232 19.33 0.13 0.047 0.179 0.036 0.01 233 19.42 0.13 0.097 0.178 0.036 0.01 234 19.50 0.13 0.047 0.178 0.036 0.01 235 19.58 0.10 0.035 0.177 0.027 0.01 236 19.67 0.10 0.035 0.176 0.027 0.01 237 19.75 0.10 0.035 0.175 0.027 0.01 238 19.83 0.07 0.023 0.174 0.018 0.01 239 19.92 0.07 0.023 0.174 0.018 0.01 240 20.00 0.07 0.023 0.173 0.018 0.01 241 20.08 0.10 0.035 0.172 0.027 0.01 � 242 20.17 0.10 0.035 0.171 0.027 0.01 243 20.25 0.10 0.035 0.171 0.027 0.01 244 20.33 0.10 0.035 0.170 0.027 0.01 245 20.42 0.10 0.035 0.169 0.027 0.01 246 20.50 0.10 0.035 0.168 0.027 0.01 247 20.58 0.10 0.035 0.168 0.027 0.01 248 20.67 0.10 0.035 0.167 0.027 0.01 249 20.75 0.10 0.035 0.166 0.027 0.01 250 20.83 0.07 0.023 0.166 0.018 0.01 251 20.92 0.07 0.023 0.165 0.018 0.01 252 21.00 0.07 0.023 0.164 0.018 0.01 253 21.08 0.10 0.035 0.164 0.027 0.01 254 21.17 0.10 0.035 0.163 0.027 0.01 255 21.25 0.10 0.035 0.162 0.027 0.01 256 21.33 0.07 0.023 0.162 0.018 0.01 257 21.42 0.07 0.023 0.161 0.018 0.01 258 21.50 0.07 0.023 0.161 0.018 0.01 259 21.58 0.10 0.035 0.160 0.027 0.01 260 21.67 0.10 0.035 0.159 0.027 0.01 261 21.75 0.10 0.035 0.159 0.027 0.01 262 21.83 0.07 0.023 0.158 0.018 0.01 263 21.92 0.07 0.023 0.158 0.018 0.01 � 264 22.00 0.07 0.023 0.157 0.018 0.01 265 22.08 0.10 0.035 0.157 0.027 0.01 266 22.17 0.10 0.035 0.156 0.027 0.01 267 22.25 0.10 0.035 0.156 0.027 0.01 268 22.33 0.07 0.023 0.155 0.018 0.01 269 22.42 0.07 0.023 0.155 0.018 0.01 270 22.50 0.07 0.023 0.154 0.018 0.01 271 22.58 0.07 0.023 0.154 0.018 0.01 � 272 22.67 0.07 0.023 0.153 0.018 0.01 273 22.75 0.07 0.023 0.153 0.018 0.01 6 274 22.83 0.07 0.023 0.153 0.018 0.01 � 275 22.92 0.07 0.023 0.152 0.018 0.01 276 23.00 0.07 0.023 0.152 0.018 0.01 277 23.08 0.07 0.023 0.151 0.018 0.01 278 23.17 0.07 0.023 0.151 0.018 0.01 279 23.25 0.07 0.023 0.151 0.018 0.01 280 23.33 0.07 0.023 0.150 0.018 0.01 281 23.42 0.07 0.023 0.150 0.018 0.01 282 23.50 0.07 0.023 0.150 0.018 0.01 283 23.58 0.07 0.023 0.150 0.018 0.01 284 23.67 0:07 0.023 0.149 0.018 0.01 285 23.75 0.07 0.023 0.149 0.018 0.01 286 23.83 0.07 0.023 0.199 0.018 0.01 287 23.92 0.07 0.023 0.149 0.018 0.01 288 24.00 0.07 0.023 0.149 0.018 0.01 Sum = 100.0 Sum = 7.3 Flood volume = Effective rainfall 0.61(In) times area 21.0(Ac.)/[(In)/(Ft.)] = 1.1(Ac.Ft) Total soil loss = 2.30(In) Total soil loss = 4.023(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 46202.6 Cubic Feet Total soil loss = 175256.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 2.813(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H 0 U R S T O R M R u n o f f H y d r o g r a p h ----- Hydrograph 5 Minute intervals ((CFS)) � ------------------------------------------ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.01 Q I I I I 0+10 0.0003 0.03 Q I I I I 0+15 0.0008 0.07 Q I I I I 0+20 0.0014 0.09 Q I I I I 0+25 0.0022 0.11 Q I I I I 0+30 0.0031 0.14 Q I I I I 0+35 0.0042 0.15 Q I I I I 0+40 0.0052 0.16 Q I I I I 0+45 0.0064 0.16 Q I I I I 0+50 0.0075 0.17 Q I I I I 0+55 0.0087 0.18 Q I I I I l+ 0 0.0101 0.20 Q I I I I l+ 5 0.0116 0.21 Q I I I I 1+10 0.0129 0.20 Q I I I I 1+15 0.0142 0.18 Q I I I I 1+20 0.0154 0.18 Q I I I I 1+25 0.0166 0.17 Q I I I I 1+30 0.0177 0.17 Q I I I I 1+35 0.0189 0.17 Q I I I I 1+90 0.0201 0.17 Q I I I I 1+45 0.0212 0.17 Q � I I I 1+50 0.0224 0.17 Q I I I I 1+55 0.0236 0.18 Q I I I I 2+ 0 0.0250 0.20 Q I I I I 2+ 5 0.0265 0.21 Q I I I I 2+10 0.0280 0.22 QV I I I I � 2+15 0.0295 0.22 QV I I I I 2+20 0.0310 0.22 Qv I I I I 7 2+25 0.0325 0.22 QV I I I I � 2+30 0.0340 0.22 QV I I I I 2+35 0.0356 0.22 QV I I I I 2+40 0.0372 0.24 QV I I I I 2+45 0.0390 0.26 14 I I I I 2+50 0.0408 0.27 14 I I I I 2+55 0.0427 0.27 14 I I I I 3+ 0 0.0446 0.27 14 I I I I 3+ 5 0.0465 0.28 �Q I I I I 3+10 0.0489 0.28. 14 I I I I 3+15 0.0503 0.28 14 I I I I 3+20 0.0522 0.28 14 I I I I 3+25 0.0541 0.28 14V I I I I 3+30 0.0560 0.28 14V I I I I 3+35 0.0579 0.28 14V I I I I 3+40 0.0598 0.28 �QV I I I I 3+45 0.0617 0.28 IQV I I I I 3+50. 0.0637 0.28 �QV I I I I 3+55 0.0657 0.29 14V I I I I 4+ 0 0.0678 0.31 14V I I I I 4+ 5 0.0701 0.32 �QV I I I I 4+10 0.0723 0.33 IQV I I I I 4+15 0.0746 0.33 �QV I I I I 4+20 0.0769 0.33 14U I I I I 4+25 0.0793 0.35 �QV I I I I - 4+30 0.0818 0.37 14 V I I i I 4+35 0.0844 0.38 14 V I I I I 4+40 0.0870 0.38 14 V I I I I 4+45 0.0897 0.38 14 V I I I I 4+50 0.0923 0.39 14 V I I I I 4+55 0.0951 0.40 14 V I I I I � 5+ 0 0.0980 0.42 14 V I I I I 5+ 5 0.1010 0:43 �Q V I I I I 5+10 0.1038 0.41 14 V I I I I 5+15 0.1063 0.37 14 V I I I I 5+20 0.1088 0.36 14 V I I I I 5+25 0.1112 0.36 14 V I I I I 5+30 0.1138 0.38 IQ V I I I I 5+35 0.1165 0.38 �4 V I I I I 5+40 0.1192 0.90 14 V I I I I 5+45 0.1221 0.42 �4 V I I I I 5+50 0.1251 0.43 IQ V I I I I 5+55 0.1281 0.49 �Q V I I I I 6+ 0 0.1312 0.44 �Q V I I I I 6+ 5 0.1342 0.44 14 U I � I I 6+10 0.1374 0.96 14 V I I I I 6+15 0.1407 0.48 14 V I I I I 4 6+20 0.1440 0.49 �Q V I I I I 6+25 0.1474 0.49 14 V I I I I 6+30 0.1508 0.50 14 V I I I I 6+35 0.1543 0.50 14 V I I I I 6+40 0.1578 0.51 I 4 V I I I I 6+45 0.1615 0.54 � Q V I ( I I 6+50 0.1652 0.54 I 4 V I I I I 6+55 0.1690 0.55 I 4 V I I I I 7+ 0 0.1728 0.55 I 4 V I I I I 7+ 5 0.1766 0.55 I 4 U I I I I 7+10 0.1804 0.55 1 4 V I I I I 7+15 0.1843 0.55 I Q V I I I I 7+20 0.1881 0.56 I 4 U I I I I 7+25 0.1920 0.57 I 4 U I I I I � 7+30 0.1961 0.59 I 4 � I I I I 7+35 0.2002 0.60 I 4 V I I I I g � 7+40 0.2045 0.62 I Q U I I I I 7+45 0.2089 0.64 I 4 V I I I I 7+50 0.2135 0.66 � Q V I I I I 7+55 0.2181 0.67 I 4 U I I I I 8+ 0 0.2229 0.70 � Q V I I I I 8+ 5 0.2278 0.71 I 4 V I I I I 8+10 0.2329 0.74 I 4 V I I I I 8+15 0.2384 0.79 I Q V I ( I I 8+20 0.2439 0.81 � Q VI I I I 8+25 0.2496 0.82 I 4 �I I I I 8+30 0.2552 0.82 � Q VI I �I I 8+35 0.2610 0.83 I 4 �I I I I 8+40 0.2668 0.85 I Q V I I I 8+45 0.2728 0.87 I Q V I I I 8+50 0.2788 0.88 I 4 V I I I 8+55 0.2850 0.90 I 4 V I I I 9+ 0 0.2913 0.92 I Q U I I I 9+ 5 0.2978 0.94 � Q IV I I I 9+10 0.3044 0.97 I Q IV I I I 9+15 0.3114 1.01 � Q �V I I I 9+20 0.3185 1.03 I 4 I V I I I 9+25 0.3258 1.06 I 4 I V I I I 9+30 0.3332 1.08 � Q I V I I I 9+35 0.3408 1.10 I 4 I V I I I 9+90 0.3485 1.12 I 4 I V I I I 9+45 0.3563 1.14 I 4 I V I I I 9+50 0.3643 1.15 I 4 I U I I I 9+55 0.3723 1.17 I 4 I V I I I 10+ 0 0.3806 1.20 I 4 I V I I I 10+ 5 0.3888 1.19 I 4 I V I I I � 10+10 0.3964 1.10 I 4 I V I I I 10+15 0.9030 0:96 I 4 I V I I I 10+20 0.4092 0.91 � Q I V I I I 10+25 0.9153 0.88 I 4 I V I I I 10+30 0.4212 0.86 I 4 I U I I I 10+35 0.4271 0.86 I 4 ( V I I I 10+40 0.4335 0.92 I Q I V I I I 10+45 0.4405 1.02 I 4 I V I I I 10+50 0.4478 1.06 I 4 I V I I I 10+55 0.4552 1.08 I 4 I V I I I 11+ 0 0.4627 1.09 I 4 I U I I I 11+ 5 0.4703 1.10 I 4 I V I I I 11+10 0.4778 1.09 I Q I V I I I 11+15 0.4851 1.07 I Q I U I I I 11+20 0.4925 1.06 ( Q I U I I I 11+25 0.4998 1.06 I Q I U I I I 11+30 0.5071 1.06 I 4 I VI I I 11+35 0.5143 1.05 I 4 I VI I I 11+40 0.5213 1.02 I 4 I VI ' I ( 11+45 0.5281 0.98 I 4 I VI I I ll+50 0.5348 0.97 ( Q I V I I 11+55 0.5415 0.97 I 4 I V I I 12+ 0 0.5483 0.99 I 4 I V I I 12+ 5 0.5549 0.96 I 4 I V I I 12+10 0.5604 0.79 I 4 I IU I I 12+15 0.5640 0.53 I 4 I IV I I 12+20 0.5672 0.47 14 I IV I I. 12+25 0.5706 0.49 14 I IU I I 12+30 0.5745 0.57 I 4 I IV I I 12+35 0.5789 0.63 I 4 I IV I I • 12+40 O.b843 0.78 I 4 I I V I I 12+45 0.5912 1.00 I 4 I I V I I 12+50 0.5989 1.11 I 4 ( I V I I 9 • 12+55 0.6074 1.24 I 4 I I V I I 13+ 0 0.6170 1.39 � Q I I V I I 13+ 5 0.6275 1.52 I 4 I I V I I 13+10 0.6404 1.87 I 4 I I U I I 13+15 0.6567 2.38 I 41 I � I I 13+20 0.6746 2.59 I 4 I U I I 13+25 0.6933 2.72 � Q I V I I 13+30 0.7127 2.81 I 14 I V I I 13+35 0.7316 2.76 I 14 I U I I 13+40 0.7965 2.16 I 4 I I V I I 13+45 0.7547 1.19 I 4 I I V I I 13+50 0.7606 0.85 I 4 I I V I I 13+55 0.7652 0.67 I 4 I I V I I 14+ 0 0.7690 0.56 I 4 I I VI I 14+ 5 0.7728 0.55 I 4 I I VI I 14+10 0.,7780 0.76 I 4 I I VI I 14+15 0.7859 1.14 I 4 I I UI I 14+20 0.7946 1.27 I 4 I I VI I 14+25 0.8036 1.31 I Q I I V I 14+30 0.8125 L 28 I 4 I I V I 14+35 0.8215 1.30 I 4 I I V I 14+40 0.8306 1.33 I Q I I IV. I 14+45 0.8398 1.35 I 4 I I IV I 14+50 0.8492 1.36 I 4 I I I V I 14+55 0.8583 1.32 I 4 I I I V I 15+ 0 0.8670 1.26 I Q I I I V I 15+ 5 0.8755 1.24 I 4 I I I V I 15+10 0.8837 1.19 I 4 I I I V I 15+15 0.8913 1.11 I 4 I I I V I 15+20 0.8987 1.08 I 4 I I I V I 15+25 0.9058 1.02 I Q I I I V I � 15+30 0.9122 0.94 I 4 I I I U I 15+35 0.9186 0.93 I 4 I I I V I 15+40 0.9252 0.96 I Q I I I V I 15+45 0.9322 1.01 I 4 I I I U I 15+50 0.9389 0.98 I 4 I I I V I 15+55 0.9940 0.74 I 4 I I I V I 16+ 0 0.9465 0.36 14 I I I V I 16+ 5 0.9482 0.25 Q I I I V I 16+10 0.9497 0.22 Q I I I U I 16+15 0.9513 0.23 4 I I I V I 16+20 0.9528 0.22 Q I I I U I 16+25 0.9543 0.22 Q I I I V I 16+30 0.9559 0.22 Q I I I V I 16+35 0.9574 0.22 Q I I I U I 16+40 0.95B9 0.21 Q I I I V I 16+45 0.9601 0.19 Q `I I I V I 16+50 0.9613 0.18 Q I I I V I 16+55 0.9625 0.17 Q I I I V I 17+ 0 0.9637 0.17 Q I I I U I 17+ 5 0.9649 0.17 Q I I I V I 17+10 0.9663 0.20 Q I I I V I 17+15 0.9679 0.24 Q I I I V 'I 17+20 0.9697 0.26 14 I I I V I 17+25 0.9715 0.26 14 I I I V I 17+30 0.9734 0.27 IQ I I I. � I 17+35 0.9752 0.27 IQ I I I V I 17+40 0.9771 0.28 14 I I I V I 17+45 0.9790 0.28 �Q I I I V I 17+50 0.9809 0.27 14 I I I V I • 17+55 0.9827 0.26 �Q I I I V I 18+ 0 0.9844 0.24 Q I I I V I 18+ 5 0.9860 0.23 Q I I I U I 10 18+10 0.9876 0.23 Q I I I V I � 18+15 0.9891 0.23 Q I I I V I 18+20 0.9907 0.22 Q I I I V I 18+25 0.9922 0.22 Q I I I V I 18+30 0.9937 0.22 Q I I I V I 18+35 0.9953 0.22 Q I I I V I 18+40 0.9967 0.21 Q I I I V I 18+45 0.9980 0.19 Q � � � V � 18+50 0.9992 0.18 Q I I I V I 18+55 1.0002 0.16 Q I I I V I 19+ 0 1.0012 0.13 Q � I I V I 19+ 5 1.0020 0.13 Q I I I V I 19+10 1.0030 0.14 Q I I I V I 19+15 1.0040 0.15 4 I I I V I 19+20 1.0051 0.16 Q I I I V I 19+25 1.0064 0.18 Q I I I V I 19+30 1.0077 0.20 Q I I I V I 19+35 1.0092 0.21 Q I I ( V I 19+40 1.0105 0.20 Q I I I V I 19+45 1.0118 0.18 Q I I I V I 19+50 1.0130 0.17 Q I I I V I 19+55 1.0140 0.16 Q I I I V I 20+ 0 1.0149 0.13 Q I I I V I 20+ 5 1.0158 0.13 Q I I I U I 20+10 1.0167 0.13 Q I I I V I 20+15 1.0178 0.15 Q I I I V I 20+20 1.0189 0.16 4 I I I V I 20+25 1.0200 0.16 Q I I I V I 20+30 1.0211 0.16 Q I I I V I 20+35 1.0223 0.16 Q I I I V I � 20+90 1.0234 0.17 Q I I I V I 20+45 1.0245 0.17 4 I I I V I 20+50 1.0257 0.16 Q I I I V I 20+55 1.0267 0.15 Q I I I V I 21+ 0 1.0276 0.13 Q I I I V I 21+ 5 1.0284 0.12 Q I I I V I 21+10 1.0294 0.13 Q I I I V I 21+15 1.0304 0.15 Q I I I V I 21+20 1.0315 0.15 Q I I I V I 21+25 1.0325 0.15 Q I I I V I 21+30 1.0334 0.13 4 I I ( V I 21+35 1.0342 0.12 Q I I I VI 21+40 1.0351 0.13 Q I I I VI 21+45 1.0362 0.15 Q I I I VI 21+50 1.0372 0.15 Q I I I UI 21+55 1.0382 0.14 Q I I I vl 22+ 0 1.0391 0.13 Q I I I VI 22+ 5 1.0399 0.12 Q I I I VI 22+10 1.0409 0.13 Q I I I VI 22+15 1.0419 0.15 Q I I I VI 22+20 1.0430 0.15 Q I I I VI 22+25 1.0440 0.14 4 I I ( VI 22+30 1.0448 0.13 Q I I I VI 22+35 1.0457 0.12 4 I I I VI 22+40 1.0465 0.12 Q I I I VI 22+45 1.0472 0.11 Q � � � V� 22+50 1.0480 0.11 Q I I I VI 22+55 1.0488 0.11 4 I I I VI 23+ 0 1.0496 0.11 Q � I I VI 23+ 5 1.0503 0.11 Q I I I VI � 23+10 1.0511 0.11 Q I I I VI 23±15 1.0519 0.11 Q I I I VI 23+20 1.0526 0.11 Q I I I VI 11 23+25 1.0534 0.11 Q I I I VI 23+30 1.0542 0.11 Q I I I. VI 23+35 1.0549 0.11 Q I I I VI 23+40 1.0557 0.11 Q I I I UI 23+45 1.0565 0.11 Q I I I VI 23+50 1.0572 0.11 Q I I I VI 23+55 1.0580 0.11 Q I I I VI 24+ 0 1.0587 0.11 Q I I I VI 24+ 5 1.0595 0.11 Q � � � V� 24+10 1.0600 0.08 Q I I I VI 24+15 1.0603 0.04 Q I I I VI 24+20 1.0604 0.02 Q I I I VI 24+25 1.0605 0.01 Q I I I V) 24+30 1.0606 0.01 Q I I I vl 24+35 1.0606 0.00 Q I I I VI 24+40 1.0606 0.00 Q I I I VI 24+45 1.0606 0.00 Q I I I VI 24+50. 1.0607 0.00 Q I I I VI 24+55 1.0607 0.00 Q I I I VI 25+ 0 1.0607 0.00 4 I I I VI 25+ 5 1.0607 0.00 Q I I I VI ----------------------------------------------------------------------- � � IZ � � APPENDIX C .3: UNIT HYDROGRAPH ANALYSIS, AREA "C" � � � 2-YEAR, 24-HOUR • U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 12/04/08 File: AREACP242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside.County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 TRI-8 Builders - S/N 615 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format TTM 30434 PROPOSED CONDITION ONSITE HYDROLOGY RATIONAL METHOD ANALYSIS, 2-YEAR STORM EVENT FILENAME: AREACP242 Drainage Area = 2.09(Ac.) = 0.003 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.09(Ac.) = 0.003 Sq. Mi. USER Entry of lag time in hours Lag time = 0.137 Hr. Lag time = 8.21 Min. 250 of lag time = 2.05 Min. 400 of lag time = 3.28 Min. Unit time = S.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.09 1.80 3.76 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.09 4.50 9.40 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious o 1 2.090 69.90 0.362 � Total Area Entered = 2.09(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-1 (In/Hr) (Dec.o) (In/Hr) (Dec.) (In/Hr) 69.9 50.9 0.563 0.362 0.380 1.000 0.380 Sum (F) = 0.380 Area averaged mean soil loss (F) (In/Hr) = 0.380 Minimum soil loss rate ((In/Hr)) = 0.190 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.610 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Uni.t Hydrograph Data --------------------------------------------------------------------- Unit time period Time °s of lag Distribution Unit Hydrograph (hrs) Graph o (CFS) 1 0.083 60.916 5.722 0.121 2 0.167 121.832 32.580 0.686 3 0.250 182.749 33.599 0.708 4 0.333 243.665 12.235 0.258 5 0.417 304.581 7.055 0.149 6 0.500 365.497 4.221 0.089 7 0.583 426.413 2.275 0.048 8 0.667 487.329 0.873 0.018 9 0.750 548.246 0.542 0.011 � 10 0.833 609.162 0.425 0.009 11 0.917 670.078 0.325 0.007 12 1.000 730.994 0.148 0.003 Sum = 100.000 Sum= 2.106 ----------------------------------------------------------------------- Unit Tiine Pattern Storm Rain Loss rate(In./Hr) Effective • (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.014 0.673 0.009 0.01 2 0.17 0.07 0.014 0.670 0.009 0.01 3 0.25 0.07 0.014 0.668 0.009 0.01 4 0.33 0.10 0.022 0.665 0.013 0.01 5 0.92 0.10 0.022 0.663 0.013 0.01 6 0.50 0.10 0.022 0.660 0.013 0.01 7 0.58 0.10 0.022 0.657 0.013 ' 0.01 8 0.67 0.10 0.022 0.655 0.013 0.01 9 0.75 0.10 0.022 0.652 0.013 0.01 10 0.83 0.13 0.029 0.650 0.018 0.01 11 0.92 0.13 0.029 0.647 0.018 0.01 12 1.00 0.13 0.029 0.645 0.018 0.01 13 1.08 0.10 0.022 0.642 0.013 0.01 14 1.17 0.10 0.022 0.639 0.013 0.01 15 1.25 0.10 0.022 0.637 0.013 0.01 16 1.33 0.10 0.022 0.634 0.013 0.01 17 1.42 0.10 0.022 0.632 0.013 0.01 18 1.50 0.10 0.022 0.629 0.013 0.01 19 1.58 0.10 0.022 0.627 0.013 0.01 20 1.67 0.10 0.022 0.624 0.013 0.01 21 1.75 0.10 0.022 0.622 0.013 0.01 � 22 1.83 0.13 0.029 0.619 0.018 0.01 23 1.92 0.13 0.029 0.617 0.018 0.01 2 24 2.00 0.13 0.029 0.614 0.018 0.01 25 2.06 0.13 0.029 0.612 0.018 0.01 26 2.17 0.13 0.029 0.609 0.018 0.01 27 2.25 0.13 0.029 0.607 0.018 0.01 28 2.33 0.13 0.029 0.604 0.018 0.01 29 2.42 0.13 0.029 0.602 0.018 0.01 30 2.50 0.13 0.029 0.600 0.018 0.01 31 2.58 0.17 0.036 0.597 0.022 0.01 32 2.67 0.17 0.036 0.595 0.022 0.01 33 2.75 0.17 0.036 0.592 0.022 0.01 34 2.83 0.17 0.036 0.590 0.022 0.01 35 2.92 0.17 0.036 0.587 0.022 0.01 36 3.00 0.17 0.036 0.585 0.022 0.01 37 3.08 0.17 0.036 0.582 0.022 0.01 38 3.17 0.17 0.036 0.580 0.022 0.01 39 3.25 0.17 0.036 0.578 0.022 0.01 40 3.33 0.17 0.036 0.575 0.022 0.01 41 3.42 0.17 0.036 0.573 0.022 0.01 42 3.50 0.17 0.036 0.570 0.022 0.01 43 3.58 0.17 0.036 0.568 0.022 0.01 44 3.67 0.17 0.036 0.566 0.022 0.01 45 3.75 0.17 0.036 0.563 0.022 0.01 46 3.83 0.20 0.043 0.561 0.026 0.02 47 3.92 0.20 0.043 0.559 0.026 0.02 48 4.00 0.20 0.043 0.556 0.026 0.02 49 4.08 0.20 0.043 0.554 0.026 0.02 50 4.17 0.20 0.043 0.551 0.026 0.02 51 4.25 0.20 0.043 0.549 0.026 0.02 52 4.33 0.23 0.050 0.547 0.031 0.02 53 4.42 0.23 0.050 0.544 0.031 0.02 59 4.50 0.23 0.050 0.542 0.031 0.02 55 4.58 0.23 0.050 0.54D 0.031 0.02 56 9.67 0.23 0.050 0.537 0.031 0.02 57 4.75 0.23 0.050 0.535 0.031 0.02 58 4.83 0.27 0.058 0.533. 0.035 0.02 59 4.92 0.27 0.058 0.530 0.035 0.02 60 5.00 0.27 0.058 0.528 0.035 0.02 61 5.08 0.20 0.043 0.526 0.026 0.02 62 5.17 0.20 0.043 0.524 0.026 0.02 63 5.25 0.20 0.043 0.521 0.026 0.02 64 5.33 0.23 0.050 0.519 0.031 0.02 65 5.42 0.23 0.050 0.517 0.031 0.02 66 5.50 0.23 0.050 0.515 0.031 0.02 67 5.58 0.27 0.058 0.512 0.035 0.02 68 5.67 0.27 0.058 0.510 0.035 0.02 69 5.75 0.27 0.058 0.508 0.035 0.02 70 5.83 0.27 0.058 0.506 0:035 0.02 71 5.92 0.27 0.058 0,503 0.035 0.02 72 6.00 0.27 0.058 0.501 0.035 0.02 73 6.08 0.30 0.065 0.499 0.040 0.03 74 6.17 0.30 0.065 0.497 0.040 0.03 75 6.25 0.30 0.065 0.494 0.040 0.03 76 6.33 0.30 0.065 0.492 0.040 0.03 77 6.42 0.30 0.065 0.490 0.040 0.03 78 6.50 0.30 0.065 0.488 0.040 0.03 79 6.58 0.33 0.072 0.486 0.044 0.03 80 6.67 0.33 0.072 0.483 0.044 0.03 - 81 6.75 0.33 0.072 0.481 0.044 0.03 82 6.83 0.33 0.072 0.479 0.044 0.03 83 6.92 0.33 0.072 0.477 0.044 0.03 84 7.00 0.33 0.072 0.475 0.044 0.03 � 85 7.08 0.33 0.072 0.473 0.044 0.03 86 7.17 0.33 0.072 0.470 0.044 0.03 3 � 87 7.25 0.33 0.072 0.468 0.044 0.03 88 7.33 0.37 0.079 0.466 0.048 0.03 89 7.42 0.37 0.079 0.464 0.048 0.03 90 7.50 0.37 0.079 0.462 0.048 0.03 91 7.58 0.40 0.086 0.460 0.053 0.03 92 7.67 0.40 0.086 0.458 0,053 0.03 93 7.75 0.40 0.086 0.456 0.053 0:03 94 7.83 0.93 0.094 0.453 0.057 0.04 95 7.92 0.43 0.094 0.451 0.057 0.04 96 8.00 0.43 0.094 0.449 0.057 0.04 97 8.08 0.50 0.108 0.447 0.066 0.04 98 8.17 0.50 0.108 0.945 0.066 0.04 99 8.25 0.50 0.108 0.443 0.066 0.04 100 8.33 0.50 0.108 0.441 0.066 0.04 101 8.42 0.50 0.108 0.439 0.066 0.04 102 8.50 0.50 0.108 0.437 0.066 0.04 103 8.58 0.53 0.115 0.435 0.070 0.04 104 8.67 0.53 0.115 0.433 0.070 0.04 105 8.75 0.53 0.115 0.431 0.070 0.04 106 8.83 0.57 0.122 0.429 0.075 0.05 107 8.92 0.57 0.122 0.427 0.075 0.05 108 9.00 0.57 0.122 0.425 0.075 0.05 109 9.08 0.63 0.137 0.923 0.084 0.05 110 9.17 0.63 0.137 0.421 0.084 0.05 111 9.25 0.63 0.137 0.419 0.084 0.05 112 9.33 0.67 0.144 0.417 0.088 0.06 113 9.42 0.67 0.144 0.415 0.088 0.06 114 9.50 0.67 0.144 0.413 0.088 0.06 115 9.58 0.70 0.151 0.411 0.092 0.06 116 9.67 0.70 0.151 0.409 0.092 0.06 . 117 9.75 0.70 0.151 0.407 0.092 0.06 • 118 9.83 0.73 0.158 0.405 0.097 0.06 119 9.92 0.73 0.158 0.403 0.097 0.06 120 10.00 0.73 0.158 0.401 0.097 0.06 121 10.0.8 0.50 0.108 0.399 0.066 0.04 122 10.17 0.50 0.108 0.397 0.066 0.04 123 10.25 0.50 0.108 0.395 0.066 0.04 124 10.33 0.50 0.108 0.393 0.066 0.04 125 10.92 0.50 0.108 0.391 0.066 0.04 126 10.50 0.50 0.108 0.389 0.066 0.04 127 10.58 0.67 0.144 0.387 0.088 0.06 128 10.67 0.67 0.144 0.386 0.088 0.06 129 10.75 0.67 0.144 0.384 0.088 0.06 130 10.83 0.67 0.144 0.382 0.088 0.06 131 10.92 0.67 0.144 0.380 0.088 0.06 132 11.00 0.67 0.144 0.378 0.088 0.06 133 11.08 0.63 0.137 0.376 0.084 0.05 134 11.17 0.63 0.137 0.374 0.084 0.05 135 11.25 0.63 0.137 0.372 0.084 0.05 136 11.33 0.63 0.137 0.371 0.084 0.05 137 11.42 0.63 0.137 0.369 0.084 0.05 138 11.50 0.63 0.137 0.367 0.084 0.05 139 11.58 0.57 0.122 0.365 0.075 0.05 ' 140 11.67 0.57 0.122 0.363 0.075 0.05 141 11.75 0.57 0.122 0.362 0.075 0.05 142 11.83 0.60 0.130 0.360 0.079 0.05 143 11.92 0.60 0.130 0.358 0.079 0.05 144 12.00 0.60 0.130 0.356 0.079 0.05 145 12.08 0.83 0.180 0.354 0.110 0.07 146 12.17 0.83 0.180 0.353 0.110 0.07 147 12.25 0.83 0.180 0.351 0.110 0.07 � 148 12.33 0.87 0.187 0.349 0.114 0.07 149 12.42 0.87 0.187 0.347 0.114 0.07 4 150 12.50 0.87 0.187 0.346 0.114 0.07 � 151 12.58 0.93 0.202 0.344 0.123 0.08 152 12.67 0.93 0.202 0.342 0.123 0.08 153 12.75 0.93 0.202 0.340 0.123 0.08 154 12.83 0.97 0.209 0.339 0.127 0.08 155 12.92 0.97 0.209 0.337 0.127 0.08 156 13.00 0.97 0.209 0.335 0.127 0.08 157 13.08 1.13 0.245 0.334 0.149 0.10 158 13.17 1.13 0.245 0.332 0.149 0.10 159 13.25 1.13 0.245 0.330 0.149 0.10 160 13.33 1.13 0.245 0.328 0.149 0.10 161 13.42 1.13 0.245 0.327 0.149 0.10 162 13.50 1.13 0.245 0.325 0.149 0.10 163 13.58 0.77 0.166 0.323 0.101 0.06 164 13.67 0.77 0.166 0.322 0.101 0.06 165 13.75 0.77 0.166 0.320 0.101 0.06 166 13.83 0.77 0.166 0.319 0.101 0.06 167 13.92 0.77 0.166 0.317 0.101 0.06 168 14.00 0.77 0.166 0.315 0.101. 0.06 169 14.08 0.90 0.194 0.319 0.119 0.08 170 14.17 0.90 0.194 0.312 0.119 0.08 171 19.25 0.90 0.194 0.310 0.119 0.08 172 14.33 0.87 0.187 0.309 0.114 0.07 173 14.42 0.87 0.187 0.307 0.114 0.07 174 14.50 0.87 0.187 0.306 0.114 0.07 175 14.58 0.87 0.187 0.304 0.114 0.07 176 19.67 0.87 0.187 0.303 0.114 0.07 177 14.75 0.87 0.187 0.301 0.114 0.07 178 14.83. 0:83 0.180 0.300 0.110 0.07 179 14.92 0.83 0.180 0.298 0.110 0.07 180 15.00 0.83 0.180 0.296 0.110 0.07 � 181 15.08 0.80 0.173 0.295 0.105 0.07 182 15.17 0.80 0.173 0.293 0.105 0.07 183 15.25 0.80 0.173 0.292 0.105 0.07 184 15.33 0.77 0.166 0.290 0.101 0.06 185 15.42 0.77 0.166 0.289 0.101 0.06 186 15.50 0.77 0.166 0.287 0.101 0.06 187 15.58 0.63 0.137 0.286 0.084 0.05 188 15.67 0.63 0.137 0.285 0.084 0.05 189 15.75 0.63 0.137 0.283 0.084 0.05 190 15.83 0.63 0.137 0.282 0.084 0.05 191 15.92 0.63 0.137 0.280 0.084 0.05 192 16.00 0.63 0.137 0.279 0.084 0.05 193 16.08 0.13 0.029 0.277 0.018 0.01 194 16.17 0.13 0.029 0.276 0.018 0.01 195 16.25 0.13 0.029 0.275 0.018 0.01 196 16.33 0.13 0.029 0.273 0.018 0.01 197 16.42 0.13 0.029 0.272 0.018 0.01 198 16.50 0.13 0.029 0.270 0.018 0.01 199 16.58 0.10 0.022 0.269 0.013 0.01 200 16.67 0.10 0.022 0.268 0.013 0.01 201 16.75 0.10 0.022 0.266 0.013 0.01 202 16.83 0.10 0.022 0.265 0.013 0.01 203 16.92 0.10 0.022 0.264 0.013 0.01 204 17.00 0.10 0.022 0.262 0.013 0.01 205 17.08 0.17 0.036 0.261 0.022 0.01 206 17.17 0.17 0.036 0.260 0.022 0.01 207 17.25 0.17 0.036 0.258 0.022 0.01 208 17.33 0.17 0.036 0.257 0.022 0.01 209 17.42 0.17 0.036 0.256 0.022 0.01 � 210 17.50 0.17 0.036 0.254 0.022 0.01 211 17.58 0.17 0.036 0.253 0.022 0.01 212 17.67 0.17 0.036 0.252 0.022 0.01 5 � 213 17.75 0.17 0.036 0.251 0.022 0.01 214 17.83 0.13 0.029 0.249 0.018 0.01 215 17.92 0.13 0.029 0.248 0.018 0.01 216 18.00 0.13 0.029 0.247 0.018 0.01 217 18.08 0.13 0.029 0.246 0.018 0.01 218 18.17 0.13 0.029 0.244 0.018 0.01 219 18.25 0.13 0.029 0.243 0.018 0.01 220 18.33 0.13 0.029 0.242 0.018 0.01 221 18.42 0.13 0.029 0.241 0.018 0.01 222 18.50 0.13 0.029 0.240 0.018 0.01 223 18.58 0.10 0.022 0.239 0.013 0.01 224 18.67 0.10 0.022 0.237 0.013 0.01 225 18.75 0.10 0.022 0.236 0.013 0.01 226 18.83 0.07 0.014 0.235 0.009 0.01 227 18.92 0.07 0.014 0.234 0.009 0.01 228 19.00 0.07 0.014 0.233 0.009 0.01 229 19.08 0.10 0.022 0.232 0.013 0.01 230 19_17 0.10 0.022 0.231 0.013 0.01 231 19.25 0.10 0.022 0.230 0.013 0.01 232 19.33 0.13 0.029 0.229 0.018 0.01 233 19.42 0.13 0.029 0.228 0.018 0.01 234 19.50 0.13 0.029 0.226 0.018 0.01 235 19.58 0.10 0.022 0.225 0.013 0.01 236 19.67 0.10 0.022 0.224 0.013 0.01 237 19.75 0.10 0.022 0.223 0.013 0.01 238 19.83 0.07 0.014 0.222 0.009 0.01 239 19.92 0.07 0.014 0.221 0.009 0.01 240 20.00 0.07 0.014 0.220 0.009 0.01 241 20.08 0.10 0.022 0.219 0.013 0.01 242 20.17 0.10 0.022 0.218 0.013 0.01 243 20.25 0.10 0.022 0.218 0.013 0.01 • 244 20.33 0.10 0.022 0.217 0.013 0.01 245 20.42 0.10 0.022 0.216 0.013 0.01 246 20.50 0.10 0.022 0.215 0.013 0.01 297 20.58 0.10 0.022 0.214 0.013 0.01 248 20.67 0.10 0.022 0.213 0.013 0.01 249 20.75 0.10 0.022 0.212 0.013 0.01 250 20.83 0.07 0.014 0.211 0.009 0.01 251 20.92 0.07 0.014 0.210 0.009 0.01 252 21.00 0.07 0.014 0.210 0.009 0.01 253 21.08 0.10 0.022 0.209 0.013 0.01 254 21.17 0.10 0.022 0.208 0.013 0.01 255 21.25 0.10 0.022 0.207 0.013 0.01 256 21.33 0.07 0.014 0.206 0.009 0.01 257 21.42 0.07 0.014 0.205 0.009 0.01 258 21.50 0.07 0.014 0.205 0.009 0.01 259 21.58 0.10 0.022 0.204 0.013 0.01 260 21.67 0.10 0.022 0.203 0.013 0.01 261 21.75 0.10 0.022 0.203 0.013 0.01 262 21.83 0.07 0.014 . 0.202 0.009 0.01 263 21.92 0.07 0.019 0.201 0.009 0.01 264 22.00 0.07 0.014 0.200 0.009 0.01 265 22.08 0.10 0.022 0.200 0.013 0.01 266 22.17 0.10 0.022 0.199 0.013 0.01 267 22.25 0.10 0.022 0.198 0.013 0.01 268 22.33 0.07 0.014 0.198 0.009 0.01 269 22.42 0.07 0.014 0.197 0.009 0.01 270 22.50 0.07 0.014 0.197 0.009 0.01 271 22.58 0.07 0.014 0.196 0.009 0.01 272 22.67 0.07 0.014 0.196 0.009 0.01 273 22.75 0.07 0.014 0.195 0.009 0.01 � 274 22:83 0.07 0.014 0.195 0.009 0.01 275 22.92 0.07 0.014 0.194 0.009 0.01 6. s 276 23.00 0.07 0.014 0.194 0.009 0.01 277 23.08 0.07 0.014 0.193 0.009 0.01 278 23.17 0.07 0.014 0.193 0.009 0.01 279 23.25 0.07 0.014 0.192 0.009 0.01 280 23.33 0.07 0.014 0.192 0.009 0.01 281 23.42 0.07 0.014 0.191 0.009 0.01 282 23.50 0.07 0.014 0.1.91 0.009 0.01 283 23.58 0.07 0.014 0.191 0.009 0.01 284 23.67 0.07 0.014 0.191 0.009 0.01 285 23.75 0.07 0:014 0.190 0.009 0.01 286 23.83 0.07 0.014 0.190 0.009 0.01 287 23.92 0.07 0.014 0.190 0.009 0.01 288 24.00 0.07 0.014 0.190 0.009 0.01 Suin = 100.0 Sum = 8.4 Flood volume = Effective rainfall 0.70(In) times area 2.1(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft) Total soil loss = 1.10(In) Total soil loss = 0.191(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 5320.4 Cubic Feet Total soil loss = 8335.6 Cubic Feet Peak flow rate of this hydrograph = 0.200(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h Hydrograph in 5 Minute intervals ((CFS)) � Time(h+m)_Volume 0 -_-----_ 2.5_ -__ - 5.0 -- 7-5 -----_ 10.0 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0000 0.00 Q I I I I 0+15 0.0001 0.01 Q I I I I 0+20 0.0002 0.01 Q I I I I 0+25 0.0003 0.01 Q I I I I 0+30 0.0004 0.02 Q I I I I 0+35 0.0005 0.02 Q I I I I 0+40 0.0006 0.02 Q I I I I 0+45 0.0007 0.02 Q I I I I 0+50 0.0008 0.02 Q I I I I 0+55 0.0010 0.02 Q I I I I 1+ 0 0.0011 0.02 Q I I I I 1+ 5 0.0013 0.02 Q I I I I 1+10 0.0014 0.02 Q I I I I 1+15 0.0016 0.02 Q I I I I 1+20 0.0017 0.02 Q I I I I 1+25 0.0018 0.02 Q I I I I 1+30 0.0019 0.02 Q I I I I 1+35 0.0021 0.02 Q I I I I 1+40 0.0022 0.02 Q I I I I 1+45 0.0023 0.02 Q I I I I 1+50 0.0024 0.02 Q I I I I 1+55 0.0026 0.02 Q I I I I 2+ 0 0.0027 0.02 Q I i I I 2+ 5 0.0029 0.02 Q I I I I 2+10 0.0030 0.02 Q I I I I 2+15 0.0032 0.02 QV I I I I • 2+20 0.0034 0.02 QV I I I I 2+25 0.0035 0.02 QV I I I I 2+30 0.0037 0.02 QV I I I I 7 � 2+35 0.0038 0.02 QV I I I I 2+40 0.0040 0.03 QV I I I I �� 2+45 0.0042 0.03 QV I I I I 2+50 0.0094 0.03 QV I I I I 2+55 0.0046 0.03 QV I I I I 3+ 0 0.0048 0.03 QV I I I I 3+ 5 0.0050 0.03 QV I I I I 3+10 0.0052 0.03 QV I I I I 3+15 0.0054 0.03 QV I I I I 3+20 0.0056 0.03 QV I I I I 3+25 0.0058 0.03 QV I I I I 3+30 0.0060 0.03 QV I I I I 3+35 0.0062 0.03 Q V I I I I 3+40 0.0064 0.03 Q V I I I I 3+45 0.0066 0.03 Q V I I I I 3+50 0.0068 0.03 Q V I I I I 3+55 0.0071 0.03 Q V I I I I 4+ 0 0.0073 0.03 Q V I I I I 4+ 5 0.0075 0.03 Q V I I I I 9+10 0.0078 0.03 Q V I I I I 4+15 0.0080 0.04 Q V I I I I 9+20 0.0083 0.04 Q V I I I I 4+25 0.0085 0.04 Q V I I I I 4+30 0.0088 0.04 Q V I I I I 4+35 0.0091 0.04 Q V I I I I 4+40 0.0094 0.04 Q V I I I I 4+45 0.0096 0.04 Q V I I I I 4+50 0.0099 0.04 Q V I I I I 4+55 0.0102 0.04 Q V � I I I 5+ 0 0.0105 0.05 Q V I I I I 5+ 5 0.0109 0.05 Q V I I I I 5+10 0.0111 0.04 Q V I I I I �� 5+15 0.0114 0.04 Q V I I I ( 5+20 0.0117 0.04 Q V � I I I 5+25 0.0119 0.04 Q V I I I I 5+30 0.0122 0.04 Q V I I I I 5+35 0.0125 0.04 Q V I I I I � 5+40 0.0128 0.04 Q V I I I I � 5+45 0.0131 0.05 Q V I I I I ' 5+50 0.0134 0.05 Q V I I I I , 5+55 0.0137 0.05 Q V I I I I 6+ 0 0.0141 0.05 Q V I I I I 6+ 5 0.0144 0.05 Q V I I I I 6+10 0.0147 0.05 Q V I I I I , 6+15 0.0151 0.05 Q V I I I I 6+20 0.0155 0.05 Q V I I I I 6+25 0.0158 0.05 Q V I I I I 6+30 0.0162 0.05 Q V I I I I 6+35 0.0165 0.05 Q V I I I I 6+40 0.0169 0.06 Q V I I I I 6+45 0.0173 0.06 Q V I I I I 6+50 0.0177 0.06 Q V I I I I 6+55 0.0181 0.06 Q V I I I -I . 7+ 0 0.0185 0.06 Q V I I I I 7+ 5 0.0189 0.06 Q V I I I I 7+10 0.0193 0.06 Q V I I I I 7+15 0.0198 0.06 Q V I I I I 7+20 0.0202 0.06 Q V I I I I 7+25 0.0206 0.06 Q V I I I I 7+30 0.0210 0.06 Q v I I I I 7+35 0.0215 0.06 Q V I I I I ' 7+40 0.0219 0.07 Q V I I I I � 7+45 0.0224 0.07 Q V I I I I g � 7+50 0.0229 0.07 Q v I I I I 7+55 0.0234 0.07 Q V I I I I 8+ 0 0.0239 0.07 Q V I I I I 8+ 5 0.0244 0.08 Q V I I I I 8+10 0.0250 0.08 Q V I I I I 8+15 0.0256 0.09 Q V I I I I 8+20 0.0262 0.09 Q V I I I I 8+25 0.0268 0.09 Q V I I ( I 8+30 0.0274 0.09 Q V I I I I 8+35 0.0280 0.09 Q VI I I I 8+40 0.0286 0.09 Q VI I I I 8+45 0.0292 0.09 Q VI I I I 8+50 0.0299 0.09 Q VI I I I 8+55 0.0306 0.10 Q V � � � 9+ 0 0.0312 0.10 Q V I I I 9+ 5 0.0319 0.10 Q V I I I 9+10 0.0326 0.10 Q V I I I 9+15 0.0334 0.11 Q V I I I g+20 0.0342 0.11 Q IV I I I 9+25 0.0349 0.11 Q IV I I I 9+30 0.0357 0.12 4 IV I I I 9+35 0.0365 0.12 Q IV I I I 9+40 0.0374 0.12 Q I U I I I 9+45 0.0382 0.12 Q I V I I I 9+50 0.0391 0.12 Q I V I I I 9+55 0.0399 0.13 Q I V I I I 10+ 0 0.0408 0.13 Q I U I I I 10+ 5 0.0417 0.13 Q I V I I I 10+10 0.0425 0.11 Q I V I I I 10+15 0.0431 0.10 Q I V I I I � 10+20 0.0438 0.10 Q I V I I I 10+25 0.0444 0.09 Q I V I I I 10+30 0.0451 0.09 Q I U I I I 10+35 0.0457 0.09 Q I V I I I 10+40 0.0464 0.10 Q � V I I I 10+45 0.0971 0.11 Q I V I I I 10+50 0.0479 0.11 Q I V ( I I 10+55 0.0487 0.12 Q I V I I I 11+ 0 0.0495 0.12 Q I V I I I 11+ 5 0.0503 0.12 Q I V I I I 11+10 0.0511 0.12 Q � V I I I 11+15 0.0519 0.11 Q I V I I I 11+20 0.0527 0.11 Q I V( I I 11+25 0.0535 0.11 Q I U I I I 11+30 0.0542 0.11 Q I V I I I 11+35 0.0550 0.11 Q ( V I I I 11+40 0.0558 0.11 Q I V I I I 11+95 0.0565 0.10 Q I V I I I 11+50 0.0572 0.10 Q I V I I I 11+55 0.0579 0.10 Q I V I I I 12+ 0 0.0586 0.11 Q I VI I I 12+ 5 0.0594 0.11 Q I UI I I 12+10 0.0602 0.12 Q I V� I I 12+15 0.0611 0.14 Q I V I I 12+20 0.0621 0.14 Q I v I I 12+25 0.0631 0.15 Q I U I I 12+30 0.0642 0.15 Q I Iv I I 12+35 0.0652 0.15 Q I IV I I 12+40 0.0663 0.16 Q I IV I I 12+45 0.0674 0.16 Q I I V I I • 12+50 0.0685 0.16 Q I I V I I 12+55 0.0697 0.17 Q � I U I I 13+ 0 0.0708 0.17 Q I I V I I 9 13+ 5 0.0720 0.17 Q I I V I I 13+10 0.0733 0.18 Q I I V I I 13+15 0.0746 0.19 Q I I V I I 13+20 0.0760 0.20 4 I I U I I 13+25 0.0773 0.20 Q I I V I. I 13+30 0.0787 0.20 Q I I V 1 I 13+35 0.0800 0.20 Q I I V I I 13+40 0.0813 0.18 Q I I V I I 13+45 0.0823 0.15 Q I I V I I 13+50 0.0833 0.15 Q I I V I I 13+55 0.0843 0.14 Q I I V I I 14+ 0 0.0853 0.14 Q I I V I I 14+ 5 0.0862 0.14 Q I I U I I 14+10 0.0872 0.15 Q I I V I I � 14+15 0.0883 0.15 Q I I V I I 14+20 0.0894 0.16 Q I I VI I 14+25 0.0904 0.16 4 I I VI I 14+30 0.0915 0.15 Q I I VI I 14+35 0.0925 0.15 Q I I V I 14+40 0.0936 0.15 Q I I U I 14+45 0.0947 0,15 Q I I IU I 14+50 0.0957 0.15 Q I I IV I 14+55 0.0968 0.15 Q I I IV I 15+ 0 0.0978 0.15 4 I I I V I 15+ 5 0.0988 0.15 Q I I I V I 15+10 0.0998 0.15 Q I I I V I 15+15 0.1008 0.14 Q I I I V I 15+20 0.1018 0.14 Q I I I V I 15+25 0.1028 0.14 4 I I I U I 15+30 0.1037 0.19 Q I I I U I 15+35 0.1046 0.19 Q I I I V I � 15+40 0.1055 0.13 Q I I I U I 15+45 0.1063 0:12 Q I I I V I 15+50 0.1071 0.12 Q I I I V I 15+55 0.1079 0.11 Q I I I V I 16+ 0 0.1087 0.11 Q � � � V � 16+ 5 0.1095 0.11 Q I I I V I 16+10 0.1100 0.08 Q I I I V I 16+15 0.1103 0.05 Q I I I V I 16+20 0.1106 0.04 Q I I I V I 16+25 0.1108 0.03 Q I I I V I 16+30 0.1110 0.03 Q I I I V I 16+35 0.1112 0.03 Q I I I V I 16+40 0.1113 0.02 Q I I I V I 16+45 0.1115 0.02 Q I I I V I 16+50 0.1116 0.02 Q I I I V I 16+55 0.1117 0.02 Q I I ( V I 17+ 0 0.1119 0.02 Q I I I V I 17+ 5 0.1120 0.02 Q I I I V I 17+10 0.1121 0.02 Q I I I V I 17+15 0.1123 0.03 Q I I I V I 17+20 0.1125 0.03 Q I I I V I 17+25 0.1127 0.03 Q I I I V I 17+30 0.1129 _ 0.03 Q I I I U I 17+35 0.1131 0.03 Q I I I V � 17+40 0.1133 0.03 Q I I I V I 17+45 0.1135 0.03 Q I I I V I 17+50 0.1137 0.03 Q I I I V I 17+55 0.1139 0.03 Q I I I V I 18+ 0 0.1191 0.03 Q I I I V I 18+ 5 0.1142 0.02 Q � I I V I � 18+10 0.1144 0.02 Q � I I V I 18+15 0.1146 0.02 Q I I I V I 10 18+20 0.1147 0.02 Q I I I U I 18+25 0.1149 0.02 Q I I I V I 18+30 0.1151 0.02 Q I I I V I 18+35 0.1152 0.02 Q I I I V I 18+40 0.1154 0.02 Q I I I V I 18+45 0.1155 0.02 4 I I I V I 18+50 0.1156 0.02 Q I I I V I 18+55 0.1157 0.02 Q � � � V � 19+ 0 0.1158 0.01 Q � ( � V � 19+ 5 0.1159 0.01 Q � I I V I 19+10 0.1160 0.01 Q I I I V I 19+15 0.1161 0.02 Q I I I V I 19+20 0.1163 0.02 Q I I I V � 19+25 0.1164 0.02 Q I I I V I 19+30 0.1165 0.02 Q I ( I V I 19+35 0.1167 0.-02 Q I I I U I 19+40 0.1168 0.02 Q I I I V I 19+45 0.1170 0.02 Q � � � V � 19+50 0.1171 0.02 Q � I I V I 19+55 0.1172 0.02 Q J I I V I 20+ 0 0.1173 0.01 Q I I I V I 20+ 5 0.1174 0.01 Q I I I V I 20+10 0.1175 0.01 Q I I I V I 20+15 0.1176 0.02 Q � � � V � 20+20 0.1177 0.02 Q I I I V I 20+25 0.1178 0.02 Q I I I V I 20+30 0.1180 0.02 Q I I I V I 20+35 0.1181 0.02 Q I I I V � 20+40 0.1182 0.02 Q I I I U I 20+45 0.1183 0.02 Q I I I V I 20+50 0.1184 0.02 4 I I I V I 20+55 0.1186 0.02 Q I I I V I 21+ 0 0.1186 0.01 Q I I I V I 21+ 5 0.1187 0.01 Q � I I V I 21+10 0.1188 0.01 Q I I I V I 21+15 0.1190 0.02 Q I I I V I 21+20 0.1191 0.02 Q I I I V � 21+25 0.1192 0.02 Q I I I VI 21+30 0.1193 0.01 Q � I I VI 21+35 0.1194 0.01 Q I I I VI 21+40 0.1195 0.01 Q I I I VI 21+45 0.1196 0.02 Q I I I VI 21+50 0.1197 0.02 Q � � � VI 21+55 0.1198 0.02 Q I I I VI 22+ 0 0.1199 0.01 Q I I I VI 22+ 5 0.1200 0.01 Q I I I VI 22+10 0.1201 0.01 Q I I I UI 22+15 0.1202 0.02 Q I I I V� 22+20 0.1203 0.02 Q I I I VI 22+25 0.1204 0.02 Q I I I VI 22+30 0.1205 0.01 Q I I I VI 22+35 0.1206 0.01 Q I l I VI 22+40 0.1207 0.01 Q I I I VI 22+45 0.1207 0.01 Q I I I V� 22+50 0.1208 0.01 Q � � � V� 22+55 0.1209 0.01 Q � � � V� 23+ 0 0.1210 0.01 Q ( I I VI. 23+ 5 0.1211 0.01 Q I I I VI 23+10 0.1211 0.01 Q I I I VI 23+15 0.1212 0.01 Q I I I VI 23+20 0.1213 0.01 Q I I I VI 23+25 0.1214 0.01 Q I I I VI 23+30 0.1215 0.01 Q I I I VI 11 � 23+35 0.1216 0.01 Q I I I VI 23+40 0.1216 0.01 Q I I I VI 23+45 0.1217 0.01 Q I I I VI 23+50 0.1218 0.01 Q I I I VI 23+55 0.1219 0.01 Q I I I VI 24+ 0 0.1220 0.01 Q I I I VI 24+ 5 0.1220 0.01 Q I I I VI 24+10 0.1221 0.01 Q I I I VI 24+15 0.1221 0.00 Q I I I VI 24+20 0.1221 0.00 Q I I I VI 24+25 0.1221 0.00 Q I I I VI 24+30 0.1221 0.00 Q I I I VI 24+35 0.1221 0.00 Q I I I VI 24+40 0.1221 0.00 Q I I I VI 24+45 0.1221 0.00 Q I I I VI 24+50 0.1221 0.00 Q I I I VI 24+55 0.1221 0.00 Q I I I V ----------------------------------------------------------------------- � � 12 • • IO-YEAR, 24-HouR • • U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 File: AREACP24102410.out +++++±++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 30434 PROPOSED CONDITION ONSITE HYDROLOGY RATIONAL METHOD ANALYSIS, 10-YEAR STORM EVENT FILENAME: AREACP2410 Drainage Area = 2.09(AC.) = 0.003 Sq. Mi. � Drainage Area for Depth-Area Areal Adjustment = 2.09(Ac.) = 0.003 Sq. Mi. USER Entry of lag time in hours Lag time = 0.135 Hr. Lag time = 8.08 Min. 25s of lag time = 2.02 Min. 40g of lag time = 3.23_Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.09 1.80 3.76 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.09 4.50 9.40 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 9.500(In) Point rain (area averaged) = 2.911(In) Area1 adjustment factor = 100.00 0 Adjusted average point rain = 2.911(In) • Sub-Area Data: 1 � Area(Ac.) Runoff Index Impervious o 2.090 69.90 0.362 Total Area Entered = 2.09(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-2 (In/Hr) (Dec.°s) (In/xr) (Dec.) (In/Hr) 69.9 69.9 0.363 0.362 0.245 1.000 0.245 Sum (F) = 0.245 Area averaged mean soil loss (F) (In/Hr) = 0.245 Minimum soil loss rate ((In/Hr)) = 0.122 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.610 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve Unit Hydrograph Data --------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 61.866 5.860 0.123 2 0.167 123.732 33.555 0.707 3 0.250 185.598 33.115 0.698 4 0.333 247.463 12.086 0.255 5 0.417 309.329 6.946 0.146 6 0.500 371.195 4.111 0.087 7 0.583 433.061 2.145 0.095 � 8 0.667 494.927 0.818 0.017 9 0.750 556.793 0.520 0.011 10 0.833 618.659 0.435 0.009 11 0.917 680.525 0.293 0.006 12 1.000 742.390 0.117 0.002 Sum = 100.000 Sum= 2.106 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.023 0.434 0.014 0.01 2 0.17 0.07 0.023 0.432 0.014 0.01 3 0.25 0.07 0.023 0.431 0.014 0.01 4 0.33 0.10 0.035 0.429 0.021 0.01 5 0.42 0.10 0.035 0.427 0.021 0.01 6 0.50 0.10 0.035 0.426 0:021 0.01 7 0.58 0.10 0.035 0.424 0.021 0.01 8 0.67 0.10 0.035 0.422 0.021 0.01 9 0.75 0.10 0.035 0.421 0.021 0.01 10 0.83 0.13 0.047 0.419 0.028 0.02 11 0.92 0.13 0.047 0.417 0.028 0.02 12 1.00 0.13 0.047 0.416 0.028 0.02 13 1.08 0.10 0.035 0.414 0.021 0.01 14 1.17 0.10 0.035 0.412 0.021 0.01 15 1.25 0.10 0.035 0.411 0.021 0.01 16 1.33 0.10 0.035 0.409 0.021 0.01 17 1.42 0:10 0.035 0.407 0.021 0.01 18 1.50 0.10 0.035 0.406 0:021 0.01 19 1.58 0.10 0.035 0.404 0.021 0.01 � 20 1.67 0.10 0.035 0.403 0.021 0.01 21 1.75 0.10 0.035 0.401 0.021 0.01 22 1.83 0.13 0.047 0.399 0.028 0.02 2 � 23 1.92 0.13 0.047 0.398 0.028 0.02 24 2.00 0.13 0.047 0.396 0.028 0.02 25 2.08 0.13 0.047 0.395 0.028 0.02 26 2.17 0.13 0.097 0.393 0.028 0.02 27 2.25 0.13 0.047 0.391 0.028 0.02 28 2.33 0.13 0.047 0.390 0.028 0.02 29 2.42 0.13 0.047 0.388 0.028 0.02 30 2.50 0.13 0.047 0.387 0.028 0.02 31 2.58 0.17 0.058 0.385 0.036 0.02 32 2.67 0.17 0.058 0.383 0.036 0.02 33 2.75 0.17 0.058 0.382 0.036 0.02 34 2.83 0.17 0.058 0.380 0.036 0.02 35 2.92 0.17 0.058 0.379 0.036 0.02 36 3.00 0.17 0.058 0.377 0.036 0.02 37 3.08 0.17 0.058 0.376 0.036 0.02 38 3.17 0.17 0.058 0.374 0.036 0.02 39 3.25 0.17 0.058 0.372 0.036 -0.02 40 3.33 0.17 0.058 0.371 0.036 0.02 41 3.42 0.17 0.058 0.369 0.036 0.02 42 3.50 0.17 0.058 0.368 0.036 0.02 43 3.58 0.17 0.058 0.366 0.036 0.02 44 3.67 0.17 0.058 0.365 0.036 0.02 45 3.75 0.17 0.058 0.363 0.036 0.02 46 3.83 0.20 0.070 0.362 0.043 0.03 47 3.92 0.20 0.070 0.360 0.043 0.03 48 4.00 0.20 0.070 0.359 0.043 0.03 49 4.08 0.20 0.070 0.357 0.043 0.03 50 4.17 0.20 0.070 0.356 0.043 0.03 51 4.25 0.20 0.070 0.354 0.043 0.03 52 4.33 0.23 0.082 0.353 0.050 0.03 53 4.42 0.23 0.082 0.351 0.050 0.03 � 54 4.50 0.23 0.082 0.350 0.050 0.03 55 4.58 0.23 0.082 0.348 0.050 0.03 56 4.67 0.23 0.082 0.347 0.050 0.03 57 4.75 0.23 0.082 0.345 0.050 0.03 58 4.83 0.27 0.093 0.344 0.057 0.04 59 4.92 0.27 0.093 0.342 0.057 0.04 60 5.00 0.27 0.093 0.341� 0.057 0.04 61 5.08 0.20 0.070 0.339 0.043 0.03 62 5.17 0.20 0.070 0.338 0.043 0.03 63 5.25 0.20 0.070 0.336 0.093 0.03 64 5.33 0.23 0.082 0.335 0.050 0.03 65 5.42 0.23 0.082 0.333 0.050 0.03 66 5.50 0.23 0.082 0.332 0.050 0.03 67 5.58 0.27 0.093 0.330 0.057 0.04 68 5.67 0.27 0.093 0.329 0.057 0.04 69 5.75 0.27 0.093 0.327 0.057 0.04 70 5.83 0.27 0.093 0.326 0.057 0.04 71 5.92 0.27 0.093 0.325 0.057 0.04 72 6.00 0.27 0.093 0.323 0.057 0.04 73 6.08 0.30 0.105 0.322 0.064 0.04 74 6.17 0.30 0.105 0.320 0.064 0.04 75 6.25 0.30 0.105 0.319 0.064 0.04 � 76 6.33 0.30 0.105 0.317 0.064 0.04 77 6.42 0.30 0.105 0.316 0.064 0.04 78 6.50 0.30 0.105 0.315 0.064 0.04 79 6.58 0.33 0.116 0.313 0.071 0.05 80 6.67 0.33 0.116 0.312 0.071 0.05 81 6.75 0.33 0.116 0.310 0.071 0.05 82 6.83 0.33 0.116 0.309 0.071 0.05 83 6.92 0.33 0.116 0.308 0.071 0.05 A 84 7.00 0.33 0.116 0.306 0.071 0.05 85 7.08 0.33 0.116 0.305 0.071 0.05 3 � 86 7.17 0.33 0.116 0.303 0.071 0.05 87 7.25 0.33 0.116 0.302 0.071 0.05 88 7.33 0.37 0.128 0.301 0.078 0.05 89 7.42 0.37 0.128 0.299 0.078 0.05 90 7.50 0.37 0.128 0.298 0.078 0.05 91 7.58 0.40 0.140 0.296 0.085 0.05 92 7.67 0.40 0:140 0.295 0.085 0.05 93 7.75 0.40 0.140 0.294 0.085 0.05 94 7.83 0.43 0.151 0.292 0.092 0.06 95 7.92 0.43 0.151 0.291 0.092 0.06 96 8.00 0:43 0.151 0.290 0.092 0.06 97 8.08 0.50 0.175 0.288 0.107 0.07 98 8.17 0.50 0.175 0.287 0.107 0.07 99 8.25 0.50 0.175 0.286 0.107 0.07 100 8.33 0.50 0.175 0.284 0.107 0.07 101 8.42 0.50 0.175 0.283 0.107 0.07 102 8.50 0.50 0.175 0.282 0.107 0.07 103 8.58 0.53 0.186 0.280 0.114 0.07 104 8.67 0.53 0.186 0.279 0.114 0.07 105 8.75 0.53 0.186 0.278 0.114 0.07 106 8.83 0.57 0.198 0.276 0.121 0.08 107 8.92 0.57 0.198 0.275 0.121 0.08 108 9.00 0.57 0.198 0.274 0.121 0.08 109 9.08 0.63 0.221 0.273 0.135 0.09 110 9.17 0.63 0.221 0.271 0.135 0.09 111 9.25 0.63 0.221 0.270 0.135 0.09 112 9.33 0.67 0.233 0.269 0.142 0.09 113 9.42 0.67 0.233 0.267 0.142 0.09 114 9.50 0.67 0.233 0.266 0.142 0.09 115 9.58 0.70 0.245 0.265 0.149 0.10 • 116 9.67 0.70 0.245 0.264 0.149 0.10 117 9.75 0.70 0.245 0.262 0.149 0.10 118 9.83 0.73 0.256 0.261 0.156 0.10 119 9.92 0.73 0.256 0.260 0.156 0.10 120 10.00 0.73 0.256 0.258 0.156 0.10 121 10.08 0.50 0.175 0.257 0.107 0.07 122 10.17 0.50 0.175 0.256 0.107 0.07 123 10.25 0.50 0.175 0.255 0.107 0.07 124 10.33 0.50 0.175 0.254 0.107 0.07 125 10.42 0.50 0.175 0.252 0.107 0.07 126 10.50 0.50 0.175 0.251 0.107 0.07 127 10.58 0.67 0.233 0.250 0.142 0.09 128 10.67 0.67 0.233 0.249 0.142 0.09 129 10.75 0.67 0.233 0.247 0.142 0.09 130 10.83 0.67 0.233 0.246 0.142 0.09 131 10.92 0.67 0.233 0.245 0.142 0.09 132 11.00 0.67 0.233 ' 0.244 0.142 0.09 133 11.08 0.63 0.221 0.243 0.135 0.09 134 11.17 0.63 0.221 0.241 0.135 0.09 135 11.25 0.63 0.221 0.240 0.135 0.09 136 11.33 0.63 0.221 0.239 0.135 0.09 137 11.42 0.63 0.221 0.238 0.135 0.09 138 11.50 0.63 0.221 0.237 0.135 0.09 139 11.58 0.57 0.198 0.235 0.121 0.08 140 11.67 0.57 0.198 0.234 0.121 0.08 141 11.75 0.57 0.198 0.233 0.121 0.08 142 11.83 0.60 0.210 0.232 0.128 0.08 143 11.92 0.60 0.210 0.231 0.128 0.08 144 12.00 0.60 0.210 0.230 0.128 0.08 145 12.08 0.83 0.291 0.229 --- 0.06 • 146 12.17 0.83 0.291 0.227 =_= 0.06 147 12.25 0.83 0.291 0.226 0.06 148 12.33 0.87 0.303 0.225 0.08 4 149 12.42 0.87 0.303 0.224 --- 0.08 • 150 12.50 0.87 0.303 0.223 _-- 0.08 151 12.58 0.93 0.326 0.222 0.10 152 12.67 0.93 0.326 0.221 --- 0.11 153 12.75 0.93 0.326 0.219 --- 0.11 154 12.83 0.97 0.338 0.218 --- 0.12 155 12.92 0.97 0.338 0.217 --- 0.12 156 13.00 0.97 0.338 0.216 --- 0.12 157 13.08 1.13 0.396 0.215 --- 0.18 158 13.17 1.13 0.396 0.214 --- 0.18 159 13.25 1.13 0.396 0.213 --- 0.18 160 13.33 1.13 0.396 0.212 --- 0.18 161 13.42 1.13 0.396 0.211 --- 0.19 162 13.50 1.13 0.396 0.210 --- 0.19 163 13.58 0.77 0.268 0.209 --- 0.06 164 13.67 0.77 0.268 0.208 --- 0.06 165 13.75 0.77 0.268 0.206 --- 0.06 166 13.83 0.77 0.268 0.205 --- 0.06 167 13.92 0.77 0.268 0.204 --- 0.06 168 14.00 0.77 0.268 0.203 --- 0.06 169 14.08 0.90 0.314 0.202 --- 0.11 170 14.17 0.90 0.314 0.201 --- 0.11 171 14.25 0.90 0.314 0.200 --- 0.11 172 14.33 0.87 0.303 0.199 --- 0.10 173 14.42 0.87 0.303 0.198 --- 0.10 174 14.50 0.87 0.303 0.197 --- 0.11 175 14.58 0.87 0.303 0.196 --- 0.11 176 14.67 0.87 0.303 0.195 --- 0.11 177 14.75 0.87 0.303 0.194 --- 0.11 178 14.83 0.83 0.291 0.193 --- 0.10 179 14.92 0.83 0.291 0.192 --- 0.10 • 180 15.00 0.83 0.291 0.191 --= 0.10 181 15.08 0.80 0.279 0.190 0.09 182 15.17 0.80 0.279 0.189 --- 0.09 183 15.25 0.80 0.279 0.188 --- 0.09 184 15.33 0.77 0.268 0_187 -- 0.08 185 15.42 0.77 0.268 0.186 --- 0.08 186 15.50 0.77 0.268 0.185 --- 0.08 187 15.58 0.63 0.221 0.184 --- 0.04 188 15.67 0.63 0.221 0.183 --- 0.04 189 15.75 0.63 0.221 0.183 --- 0.04 190 15.83 0.63 0.221 0.182 --- 0.09 191 15.92 0.63 0.221 0.181 --- 0.09 192 16.00 0.63 0.221 0.180 --- 0.04 193 16.08 0.13 0.047 0.179 0.028 0.02 194 16.17 0.13 0.047 0.178 0.028 0.02 195 16.25 0.13 0.047 0.177 0.028 0.02 196 16.33 0.13 0.047 0.176 0.028 0.02 197 16.42 0.13 0.047 0.175 0.028 0.02 198 16.50 0.13 0.047 0.174 0.028 0.02 199 16.58 0.10 0.035 0.173 0.021 0.01 200 16.67 0.10 0.035 0.173 0.021 0.01 201 16.75 0.10 0.035 0.172 0.021 0.01 202 16.83 0.10 0.035 0.171 0.021 0.01 203 16.92 0.10 0.035 0.170 0.021 0.01 204 17.00 0.10 0.035 0.169 0.021 0.01 205 17.08 0.17 0.058 0.168 0.036 0.02 206 17.17 0.17 0.058 0.167 0.036 0.02 207 17.25 0.17 0.058 0.167 0.036 0.02 208 17.33 0.17 0.058 0.166 0.036 0.02 209 17.42 0.17 0.058 0.165 0.036 0.02 � 210 17.50 0.17 0.058 0.164 0.036 0.02 211 17.58 0.17 0.058 0.163 0.036 0.02 5 � 212 17.67 0.17 0.058 0.162 0.036 0.02 213 17.75 0.17 0.058 0.162 0.036 0.02 214 17.83 0.13 0.047 0.161 0.028 0.02 215 17.92 0.13 0.097 0.160 0.028 0.02 216 18.00 0.13 0.047 0.159 0.028 0.02 217 18.08 0.13 0.047 0.158 0.028 0.02 218 18.17 0.13 0.047 0.158 0.028 0.02 219 18.25 0.13 0.047 0.157 0.028 0.02 220 18.33 0.13 0.047 0.156 0.028 0.02 221 18.42 0.13 0.047 0.155 0.028 0.02 222 18.50 0.13 0.047 0.155 0.028 0.02 223 18.58 0.10 0.035 0.154 0.021 0.01 224 18.67 0.10 0.035 0.153 0.021 0.01 225 18.75 0.10 0.035 0.152 0.021 0.01 226 18.83 0.07 0.023 0.152 0.014 0.01 227 18.92 0.07 0.023 0.151 0.014 0.01 228 19.00 0.07 0.023 0.150 0.014 0.01 229 19.08 0.10 0.035 0.150 0.021 0.01 230 19.17 0.10 0.035 0.149 0.021 0.01 231 19.25 0.10 0.035 0.148 0.021 0.01 232 19.33 0.13 0.047 0.147 0.028 0.02 233 19.42 0.13 0.047 0.197 0.028 0.02 234 19.50 0.13 0.047 0.146 0.028 0.02 235 19.58 0.10 0.035 0.145 0.021 0.01 236 19.67 0.10 0.035 0.145 0.021 0.01 237 19.75 0.10 0.035 0.194 0.021 0.01 238 19.83 0.07 0.023 0.143 0.014 0.01 239 19.92 0.07 0.023 0.143 0.014 0.01 240 20.00 0.07 0.023 0.142 0.014 0.01 241 20.08 0.10 0.035 0.142 0.021 0.01 242 20.17 0.10 0.035 0.141 0.021 0.01 • 243 20.25 0.10 0.035 0.140 0.021 0.01 244 20.33 0.10 0.035 0.140 0.021 0.01 245 20.42 0.10 0.035 0.139 0.021 0.01 246 20.50 0.10 0.035 0.138 0.021 0.01 247 20.58 0.10 0.035 0.138 0.021 0.01 248 20.67 0.10 0.035 0.137 0.021 0.01 249 20.75 0.10 0.035 0.137 0.021 0.01 250 20.83 0.07 0.023 0.136 0.014 0.01 251 20.92 0.07 0.023 0.136 0.014 0.01 252 21.00 0.07 0.023 0.135 0.014 0.01 253 21.08 0.10 0.035 0.135 0.021 0.01 254 21.17 0.10 0.035 0.134 0.021 0.01 255 21.25 0.10 0.035 0.134 0.021 0.01 256 21.33 0.07 0.023 0.133 0.014 0.01 257 21.42 0.07 0.023 0.133 0.014 0.01 258 21.50 0.07 0.023 0.132 0:014 0.01 259 21.58 0.10 0.035 0.132 0.021 0.01 260 21.67 0.10 0.035 0.131 0.021 0.01 261 21.75 0.10 0.035 0.131 0.021 0.01 262 21.83 0.07 0.023 0.130 0.014 0.01 263 21.92 0.07 0.023 0.130 0.014 0.01 264 22.00 0.07 0.023 0.129 0.014 0.01 265 22.08 0.10 0.035 0.129 0.021 0.01 266 22.17 0.10 0.035 0.128 0.021 0.01 267 22.25 0.10 0.035 0.128 0.021 0.01 268 22.33 0.07 0.023 0.128 0.014 0.01 _ 269 22.42 0.07 0.023 0.127 0.014 0.01 270 22.50 0.07 0.023 0.127 0.014 0.01 271 22.58 0.07 0.023 0.126 0.014 0.01 • 272 22.67 0.07 0.023 0.126 0.014 0.01 273 22.75 0.07 0.023 0.126 0.014 0.01 274 22.83 0.07 0.023 0.125 0.014 0.01 6 • 275 22.92 0.07 0.023 0.125 0.014 0.01 276 23.00 0.07 0.023 0.125 0.014 0.01 277 23.08 0.07 0.023 0.125 0.014 0.01 278 23.17 0.07 0.023 0.124 0.014 0.01 279 23.25 0.07 0.023 0.124 0.014 0.01 280 23.33 0.07 0.023 0.124 0.014 0.01 281 23.42 0.07 0.023 0.123 0.014 0.01 282 23.50 0.07 0.023 0.123 0.014 0.01 283 23.58 0.07 0.023 0.123 0.014 0.01 284 23.67 0.07 0.023 0.123 0.014 0.01. 285 23.75 0.07 0.023 0.123 0.014 0.01 286 23.83 0.07 0.023 0.123 0.014 0.01 287 23.92 0.07 0.023 0.122 0.014 0.01 288 24.00 0.07 0.023 0.122 0.014 0.01 Sum = 100.0 Sum = 12.6 Flood volume = Effective rainfall 1.05(In) times area 2.1(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 1.86(In) Total soil loss = 0.324(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 7975.1 Cubic Feet Total soil loss = 14108.2 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.382(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) o __________________________________________________________________ Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0001 0.01 Q I I I I 0+15 0.0002 0.01 Q I I I I 0+20 0.0003 0.02 Q I I I I 0+25 0.0004 0.02 Q I I I I 0+30 0.0006 0.03 Q I I I I 0+35 0.0008 0.03 Q I I I i 0+90 0.0010 0.03 Q I I I I 0+95 0.0012 0.03 Q I I I I 0+50 0.0014 0.03 Q I I I I 0+55 0.0016 0.03 Q I I I I 1+ 0 0.0018 0.04 Q I I I I 1+ 5 0.0021 0.04 Q I I I I 1+10 0.0023 0.03 Q I I I I 1+15 0.0025 0.03 Q I I I I 1+20 0.0027 0.03 Q I I I I 1+25 0.0029 0.03 Q I I I I 1+30 0.0031 0.03 Q I I I I 1+35 0.0033 0.03 Q I I I 'I 1+40 0.0035 0.03 Q I ( I I 1+45 0.0037 0.03 Q I I I I 1+50 0.0039 0.03 Q I I I. I 1+55 0.0041 0.03 Q I I I I 2+ 0 0.0044 0.04 Q I I I I 2+ 5 0.0046 0.04 QV I I I I 2+10 0.0049 0.04 QV I I I I A 2+15 0.0052 0.04 QV I I I I 2+20 0.0059 0.04 QV I I I I 2+25 0.0057 0.04 QV I I I I 7 � 2+30 0.0060 0.04 QV I I I I 2+35 0.0062 0.04 QV I I I I 2+40 0.0065 0.04 QV I I I I 2+45 0.0068 0.05 4V I I I I 2+50 0.0071 0.05 QV I I I I 2+55 0.0075 0.05 QV I I I I 3+ 0 0.0078 0.05 QV • I I I I 3+ 5 0.0081 0.05 QV I I I I 3+10 0.0084 0.05 QV I I I I 3+15 0.0088 0.05 QV I I I I 3+20 0.0091 0.05 QV I I I I 3+25 0.0094 0.05 Q V I I I I 3+30 0.0098 0.05 Q V I I I I 3+35 0.0101 0.05 Q V I I I I 3+90 0.0104 0.05 Q V I I I I 3+45 0.0107 0.05 Q V I I I I 3+50 0.0111 0..05 Q V ( I I I 3+55 0.0114 0.05 Q V I I I I 4+ 0 0.0118 0.05 Q V I I I I 4+ 5 0.0122 0,06 Q V I I I I 4+10 0.0126 0.06 Q V I I I I 4+15 0.0130 0.06 Q V I I I I 4+20 0.0134 0.06 Q V I I I I 4+25 0.0138 0.06 Q V I I I I 4+30 0.0142 0.06 Q V I I I I 4+35 0.0147 0.07 Q V I I I I 4+40 0.0151 0.07 Q V I. I I I 4+45 0.0156 0.07 Q V I I I I 4+50 0.0161 0.07 Q V I I I I 4+55 0.0166 0.07 Q V I I I I • 5+ 0 0.0171 0.07 Q V I I I I 5+ 5 0.0176 0.07 Q V I I I I 5+10 0.0180 0.07 Q V I I I I 5+15 0.0185 0.06 Q V I I I I 5+20 0.0189 0.06 Q V I I I I 5+25 0.0193 0.06 Q V I I I I 5+30 0.0198 0.07 Q V I I I I 5+35 0.0202 0.07 Q V I I I I 5+40 0.0207 0.07 Q V I I I I 5+45 0.0212 0.07 Q V I I I I 5+50 0.0217 0.07 Q V I I I I 5+55 0.0222 0.08 Q V I I I I 6+ 0 0.0228 0.08 Q V I I I I 6+ 5 0.0233 0.08 Q V I I I I 6+10 0.0238 0.08 Q V � I I I 6+15 0.0244 0.08 Q V I I I I 6+20 0.0250 0.08 Q V I I I I 6+25 0.0256 0.09 Q V I I I I 6+30 0.0262 0.09 Q v I I I I 6+35 0.0268 0.09 Q V I I I i 6+40 0.0274 0.09 Q V I I I I 6+45 0.0280 0.09 Q V I I I I 6+50 0.0287 0.09 Q V I I I I 6+55 0.0293 0.09 Q V � I I I 7+ 0 0.0300 0.10 Q V � I I I 7+ 5 0.0306 0.10 Q V I I ( I �+10 0.0313 0.10 Q V I I I I 7+15. 0.0320 0.10 Q V � I I I 7+20 0.0326 0.10 Q v � I I I 7+25 0.0333 0.10 Q V I I I I � 7+30 0.0340 0.10 Q V I I I I 7+35 0.0347 0.10 Q V � I I I 7+40 0.0355 0.11 Q V I I I I g 7+45 0.0362 0.11 Q V I I I I � 7+50 0.0370 0.11 Q v I I I I 7+55 0.0378 0.12 Q V I I I I 8+ 0 0.0387 0.12 Q V I I I I 8+ 5 0.0395 0.12 Q V I I I I 8+10 0.0404 0.13 Q V I I I I 8+15 0.0414 0.14 Q VI I I I 8+20 0.0423 0.14 Q VI I I I 8+25 0.0433 0.14 Q VI I I I 8+30 0.0443 0.14 Q VI I I I 8+35 0.0453 0.14 Q VI I I I 8+40 0.0463 0.15 Q V � I I 8+45 0.0473 0.15 Q V I I I 8+50 0.0484 0.15 Q V I I I 8+55 0.0495 0.16 Q V I I I 9+ 0 0.0505 0.16 Q IV I I I 9+ 5 0.0517 0.16 Q IV I. I I 9+10 0.0528 0.17 Q IV I I I 9+15 0.0540 0.18 Q IV I I I 9+20 0.0553 0.18 Q I V I I I 9+25 0.0565 0.18 Q I V I I I 9+30 0.0578 0.19 Q I V I I I 9+35 0.0591 0.19 Q I V I I I 9+40 0.0605 0.19 Q I V I I I 9+45 0.0618 0.20 Q I V I I I 9+50 0.0632 0.20 Q I v I I I 9+55 0.0646 0.20 Q I U I I I 10+ 0 0.0660 0.21 Q I V I I I 10+ 5 0.0674 0.20 Q I V I I I 10+10 0.0687 0.18 4 I V I I I 10+15 0.0698 0.16 Q I V I I I � 10+20 0.0709 0.15 Q I V I I I 10+25 0.0719 0.15 4 I V I I I 10+30 0.0729 0.15 Q i V I I I 10+35 0.0739 0.15 Q I V I I I 10+40 0.0750 0.16 4 I V I I I 10+45 0.0763 0.18 Q I V I I I 10+50 0.0775 0.18 Q I V I I I 10+55 0.0788 0.19 Q I V I I I 11+ 0 0.0801 0.19 Q I V I I I 11+ 5 0.0814 0.19 Q I V I I I 11+10 0.0827 0.19 4 I V I I I 11+15 0.0840 0.18 Q I V I I I 11+20 0.0853 0.18 Q I U I I I 11+25 0.0865 0.18 Q I V I I I 11+30 0.0878 0.18 Q I VI I I 11+35 0.0890 0.18 Q I VI I I 11+40 0.0902 0.17 Q I VI I I 11+45 0.0914 0.17 Q I VI I I 11+50 0.0925 0.17 Q � V I I 11+55 0.0937 0.17 Q � V I I 12+ 0 0.0948 0.17 Q I V I I 12+ 5 0.0960 0.17 Q I V I I 12+10 0.0971 0.16 Q I IV I I 12+15 0.0981 0.14 Q I IV I I 12+20 0.0990 0.14 Q I IV I I 12+25 0.1001 0.15 Q I IU I I 12+30 0.1012 0.16 Q I I U I I 12+35 0.1023 0.17 Q I I V I I 12+40 0.1036 0.19 Q I I V I I 12+45 0.1050 0.21 Q I I V I I � 12+50 0.1065 0.22 Q I I V I I 12+55 0.1081 0.23 Q I I V I I 9 � 13+ 0 0.1097 0.29 Q I I V I I 13+ 5 0.1115 0.26 14 I I V I I 13+10 0.1136 0.30 14 I I V I I 13+15 0.1159 0.35 14 I I U I I 13+20 0.1184 0.36 14 I I U I I 13+25 0.1210 0.37 14 I I V I I 13+30 0.1237 0.38 IQ I I V I I 13+35 0.1262 0.37 14 I I V I I 13+40 0.1282 0.28 �Q I I V I I 13+45 0.1295 0.20 Q I I v I I 13+50 0.1307 0.17 Q I I V I I 13+55 0.1317 0.15 Q I I V I I 14+ 0 0.1327 0.14 Q I I V I I 14+ 5 0.1337 0.14 Q I I UI I 14+10 0.1349 0.18 Q I ( UI I 14+15 0.1364 0.21 Q I I UI I 14+20 0.1379 0.22 Q I I V I 14+25 0.1395 0.22 Q I I v I 14+30 0.1410 0.22 4 I I V I 14+35 0.1425 0.22 Q I I IV I 14+40 0.1440 0.22 Q I I IV I 14+45 0.1456 0.22 Q I I IV I 14+50 0.1471 0.23 Q I I I V I 14+55 0.1486 0.22 Q I I I U I 15+ 0 0.1501 0.21 Q I I I V I 15+ 5 0.1515 0.21 Q I I I V I 15+10 0.1529 0.20 Q I I I V I 15+15 0.1543 0.20 Q I I I U I 15+20 0.1556 0.19 Q I I I V I 15+25 0.1569 0.18 Q I I I V I � 15+30 0.1581 0.18 Q I I I V I 15+35 0.1593 0.17 Q I I I V I 15+40 0.1602 0.14 4 I I I V I 15+45 0.1610 0.11 Q I I I V I 15+50 0.1616 O.D9 Q I I I V I 15+55 0.1622 0.09 Q I I I V I 16+ 0 0.1628 0.09 Q I I I V I 16+ 5 0.1634 0.08 Q I I I V I 16+10 0.1639 0.07 Q I I I V I 16+15 0.1642 0.05 Q I I I V I 16+20 0.1646 0.05 Q I I I V I 16+25 0.1648 0.04 Q I I I V I 16+30 0.1651 0.04 4 I I I V I 16+35 0.1659 0.04 Q I I I V I 16+40 0.1656 0.04 Q I I I V I 16+45 0.1658 0.03 Q I I I V I 16+50 0.1661 0.03 Q I I I V I 16+55 0.1663 0.03 Q I I I V I 17+ 0 0.1665 0.03 Q I I I U I 17+ 5 0.1667 0.03 Q I I I V I 17+10 0.1669 0.04 Q I I I V I 17+15 0.16�2 0.04 Q I I I V I 17+20 0.1675 0.04 Q I I I V I 17+25 0.1678 0.05 Q I I I � I 17+30 0.1682 0.05 Q I I I V I 17+35 0.1685 0.05 Q I I I � I 17+40 0.1688 0.05 Q I I I V I. 17+45 0.1691 0.05 Q I I I U I 17+50 0.1695 0.05 Q I I I U I 17+55 0.1696 0.04 Q I I I V I � 18+ 0 0.1701 0.04 Q I I I V I 18+ 5 0.1703 0.04 Q I I I V I 18+10 0.1706 0.04 Q I I I V I 1� 18+15 0.1709 0.04 Q I I I V I 18+20 0.1711 0.04 Q I I I V I 18+25 0.1719 0.04 Q I I I V I 18+30 0.1717 0.04 Q I I I U I 18+35 0.1719 0.04 Q I I I V I 18+40 0.1722 0.03 Q I I I V I 18+45 0.1724 0.03 Q I I I V I 18+50 0.1726 0.03 Q I I I V I 18+55 0.1727 0.03 Q I I I V I 19+ 0 0.1729 0.02 Q I I I V I 19+ 5 0.1730 0.02 Q I I I U I 19+10 0.1732 0.02 Q I I I U I 19+15 0.1734 0.03 Q I I I V I 19+20 0.1736 0.03 Q I I I V I 19+25 0.1738 0.03 Q I I I V I 19+30 0.1740 0.04 Q I I I V I 19+35 0.1743 0.04 4 I I I V I 19+40 0.1745 0.03 Q I I I V I 19+45 0.1747 0.03 Q I I I V I 19+50 0.1749 0.03 Q I I I U I 19+55 0.1751 0.03 Q I I I V I 20+ 0 0.1753 0.02 Q I I I U I 20+ 5 0.1754 0.02 Q I I I V I 20+10 0.1756 0.02 Q I I I V I 20+15 0.1758 0.03 Q I I I V I 20+20 0.1760 0.03 Q I I I V I 20+25 0.1761 0.03 Q I I I V I 20+30 0.1763 0.03 Q I I I V I : 20+35 0.1765 0.03 Q I I ( V I 20+40 0.1767 0.03 Q I I I V I 20+45 0.1769 0.03 Q I I I V I � 20+50 0.1771 0.03 Q I I I V I 20+55 0.1773 0.02 Q I I I U I 21+ 0 0.1774 0.02 Q I I I V I 21+ 5 0.1776 0.02 Q I I I U I 21+10 0.1778 0.02 Q I I I V I 21+15 0.1779 0.03 Q I I I V I 21+20 0.1781 0.03 Q I I I V I 21+25 0.1783 0.02 Q I I I V I 21+30 0.1784 0.02 Q I I I V I 21+35 0.1786 0.02 Q I I I VI 21+40 0.1�87 0.02 Q I I I UI 21+45 0.1789 0.03 Q I I I VI 21+50 0.1791 0.03 Q I I I VI 21+55 0.1793 0.02 4 I ( I UI 22+ 0 0.1794 0.02 Q I I I VI 22+ 5 0.1796 0.02 Q `I I I VI 22+10 0.1797 0.02 Q I I I VI 22+15 0.1799 0.03 Q I I I VI 22+20 0.1801 0.03 Q I I I UI 22+25 0.1803 0.02 Q I I I VI 22+30 0.1804 0.02 Q I I I VI 22+35 0.1806 0.02 Q I I I VI 22+40 0.1807 0.02 Q I I I �I 22+45 0.1808 0.02 Q I I I VI 22+50 0.1810 0.02 Q I I I UI 22+55 0.1811 0.02 Q I I I VI 23+ 0 0.1812 0.02 Q I I I VI 23+ 5 0.1814 0.02 Q I I I VI 23+10 0.1815 0.02 Q I I I VI 23+15 0.1816 0.02 Q I I I VI 23+20 0.1817 0.02 Q I I I �I 23+25 0.1819 0.02 Q I I I VI 11 23+30 0.1820 0.02 Q I I I UI 23+35 0.1821 0.02 Q I I I UI 23+40 0.1823 0.02 Q I I I UI 23+45 0.1824 0.02 Q I I I UI 23+50 0.1825 0.02 Q I I I VI 23+55 0.1827 0.02 Q I I I �I 24+ 0 0.1828 0.02 Q I I I UI 24+ 5 0.1829 0.02 Q I I I UI 24+10 0.1830 0.01 Q I I I VI 24+15 0.1830 0.01 Q I I I VI 24+20 0.1831 0.00 Q I I I VI 24+25 0.1831 0.00 Q I I I VI 24+30 0.1831 0.00 Q I I I VI 24+35 0.1831 0.00 Q ( I I VI 24+40 0.1831 0.00 Q I I I UI 24+45 0.1831 0.00 Q I I I VI 24+50 0.1831 0.00 Q I I I UI 24+55 0.1831 0.00 Q I I I VI ----------------------------------------------------------------------- 12 APPENDIX C .4: UNIT HYDROGRAPH ANALYSIS, AREA "D" � � � 2-YEAR, 24-HOUR � � U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 11/26/08 File: AREADP242242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 30434 PROPOSED CONDITION ONSITE HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 2-YEAR STORM EVENT FILENAME: AREADP242 � Drainage Area = 2.99(Ac.) = 0.005 Sq. Mi. -. Drainage Area for Depth-Area Areal Adjustment = 2.99(Ac.) 0.005 Sq. Mi. USER Entry of lag time in hours Lag time = 0.143 Hr. Lag time = 8.59 Min. 25°s of lag time = 2.15 Min. 400 of lag time = 3.44 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.99 1.80 5.38 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.99 4.50 13.46 ' STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaqed) = 1.800(In) Areal adjustment factor = 100.00 % • Adjusted average point rain = 1.800(In) Sub-Area Data: 1 � Area(Ac.) Runoff Index Impervious � 2.990 71.50 0.200 Total Area Entered = 2.99(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area°s F AMC2 AMC-1 (In/Hr) (Dec.o) (In/Hr) (Dec.) (In/Hr) 71.5 52.8 0.543 0.200 0.446 1.000 0.446 Sum (F) = 0.446 Area averaged mean soil loss (F) (In/Hr) = 0.446 Minimum soil loss rate ((In/Hr)) = 0.223 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.740 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data Unit time period Time o of lag Distribution Unit Hydrograph (hrs) Graph g (CFS) 1 0.083 58.194 5.341 0.161 2 0.167 116.387 29.664 0.894 3 0.250 174.581 34.941 1.053 4 0.333 232.775 12.729 0.384 5 0.417 290.968 7.346 0.221 6 0.500 349.162 4.549 0.137 7 0.583 407.356 2.622 0.079 � 8 0.667 465.549 1.118 0.034 9 0.750 523.743 0.594 0.018 10 0.833 581.937 0.407 0.012 11 0.917 640.130 0.398 0.012 12 1.000 698.324 0.204 0.006 13 1.083 756.518 0.063 0.002 Sum = 100.000 Sum= 3.013 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.014 0.790 0.011 0.00 2 0.17 0.07 0.014 0.787 0.011 0.00 3 0.25 0.07 0.014 0.784 0.011 0.00 9 0.33 0.10 0.022 0.781 0.016 0.01 5 0.42 0.10 0.022 0.778 0.016 0.01 6 0.50 0.10 0.022 0.775 0.016 0.01 7 0.58 0.10 0.022 0.772 0.016 0.01 8 0.67 0.10 0.022 0.769 0.016 0.01 9 0.75 0.10 0.022 0.766 0.016 0.01 10 0.83 0.13 0.029 0.763 0.021 0.01 11 0.92 0.13 0.029 0.760 0.021 0.01 12 1.00 0.13 0.029 0.757 0.021 0.01 13 1.08 0.10 0.022 0.754 0.016 0.01 14 1.17 0.10 0.022 0.751 0.016 0.01 15 1.25 0.10 0.022 0.748 0.016 0.01 16 1.33 0.10 0.022 0.745 0.016 0.01 17 1.42 0.10 0.022 0.742 0.016 0.01 18 1.50 0.10 0.022 0.739 0.016 0.01 19 1.58 0.10 0.022 0.736 0.016 0.01 � 20 1.67 0.10 0.022 0.733 0.016 0.01 21 1.75 0.10 0.022 0.730 0.016 0.01 2 22 1.83 0.13 0.029 0.727 0.021 0.01 • 23 1.92 0.13 0.029 0.724 0.021 0.01 24 2.00 0.13 0.029 0.721 0.021 0.01 25 2.08 0.13 0.029 0.718 0.021 0.01 26 2.17 0.13 0.029 0.715 0.021 0.01 27 2.25 0.13 0.029 0.712 0.021 0.01 28 2.33 0.13 0.029 0.710 0.021 0.01 29 2.42 0.13 0.029 0.707 0.021 0.01 30 2.50 0.13 0.029 0.704 0.021 0.01 31 2.58 0.17 0.036 0.701 0.027 0.01 32 2.67 0.17 0.036 0.698 0.027 0.01 33 2.75 0.17 0.036 0.695 0.027 0.01 34 2.83 0.17 0.036 0.692 0.027 0.01 35 2.92 0.17 0.036 0.689 0.027 0.01 36 3.00 0.17 0.036 0.687 0.027 0.01 37 3.08 0.17 0.036 0.684 0.027 0.01 38 3.17 0.17 0.036 0.681 0.027 0.01 39 3.25 0.17 0.036 0.678 0.027 0.01 40 3.33 0.17 0.036 0.675 0.027 0.01 41 3.42 0.17 0.036 0.672 0.027 O.OT 42 3.50 0.17 0.036 0.670 0.027 0.01 43 3.58 0.17 0.036 0.667 0.027 0.01 44 3.67 0.17 0.036 0.669 0.027 0.01 45 3.75 0.17 0.036 0.661 0.027 0.01 46 3.83 0.20 0.043 0.658 0.032 0.01 47 3.92 0.20 0.043 0.656 0.032 0.01 48 4.00 0.20 0.043 0.653 0.032 0.01 49 4.08 0.20 0.043 0.650 0.032 0.01 50 4.17 0.20 0.043 0.647 0:032 0.01 51 4.25 0.20 0.043 0.645 0.032 0.01 52 4.33 0.23 0.050 0.642 0.037 0.01 � 53 4.42 0.23 0.050 0.639 0.037 0.01 54 4.50 0.23 0.050 0.636 0.037 0.01 55 4.58 0.23 0.050 0.634 0.037 0.01 56 4.67 0.23 0.050 0.631 0.037 0.01 57 4.75 0.23 0.050 0.628 0.037 0.01 58 4.83 0.27 0.058 0.625 0.043 0.01 59 4.92 0.27 0.058 0.623 0.043 0.01 60 5.00 0.27 0.058 0.620 0.043 0.01 61 5.08 0.20 0.043 0.617 0.032 0.01 62 5.17 0.20 0.043 0.615 0.032 0.01 63 5.25 0.20 0.043 0.612 0.032 0.01 64 5.33 0.23 0.050 0.609 0.037 0.01 65 5.42 0.23 0.050 0.607 0.037 0.01 66 5.50 0.23 0.050 0.604 0.037 0.01 67 5.58 0.27 0.058 0.601 0.043 0.01 68 5.67 0.27 0.058 0.599 0.043 0.01 69 5.75 0.27 0.058 0.596 0.043 0.01 70 5.83 0.27 0.058 0.593 0.043 0.01 71 5.92 0.27 0.058 0.591 0.043 0.01 72 6.00 0.27 0.058 0.588 0.043 0.01 73 6.08 0.30 0.065 0.586 0.048 0.02 74 6.17 0.30 0.065 0.583 0.048 0.02 75 6.25 0.30 0.065 0.580 0.048 0.02 76 6.33 0.30 0.065 0.578 0.048 0.02 77 6.42 0.30 0.065 0.575 0.048 0.02 78 6.50 0.30 0.065 0.573 0.048 0.02 79 6.58 0.33 0.072 0.570 0.053 0.02 80 6.67 0.33 0.072 0.567 0.053 0.02 81 6.75 0.33 0.072 0.565 0.053 0.02 82 6.83 0.33 0.072 0.562 0.053 0.02 s 83 6.92 0.33 0.072 0.560 0.053 0.02 84 7.00 0.33 0.072 0.557 0.053 0.02 3 � 85 7.08 0.33 0.072 0.555 0.053 0.02 86 7.17 0.33 0.072 0.552 0.053 0.02 87 7.25 0.33 0.072 0.550 0.053 0.02 88 7.33 0.37 0.079 0.547 0.059 0.02 89 7.92 0.37 0.079 0.545 0.059 0.02 90 7.50 0.37 0.079 0.542 0.059 0.02 91 7.58 0.40 0.086 0.540 0.064 0.02 92 7.67 0.40 0.086 0.537 0.064 0.02 93 7.75 0.40 0.086 0.535 0.064 0.02 94 7.83 0.43 0.094 0.532 0.069 0.02 95 7.92 0.43 0.094 0.530 0.069 0.02 96 8.00 0.43 0.094 0.527 0.069 0.02 97 8.08 0.50 0.108 0.525 0.080 0.03 98 8.17 0.50 0.108 0.522 0.080 0.03 99 8.25 0.50 0.108 0.520 0.080 0.03 100 8.33 0.50 0.108 0.518 0.080 0.03 101 8.42 0.50 0.108 0.515 0.080 0.03 102 8.50 0.50 0.108 0.513 0.080 0.03 103 8.58 0.53 0.115 0.510 0.085 0.03 104 8.67 0.53 0.115 0.508 0.085 0.03 105 8.75 0.53 0.115 0.506 0.085 0.03 106 8.63 0.57 0.122 0.503 0.091 0.03 107 8.92 0.57 0.122 0.501 0.091 0.03 108 9.00 0.57 0.122 0.498 0.091 0.03 109 9.08 0.63 0.137 0.496 0.101 0.04 110 9.17 0.63 0.137 0.494 0.101 0.04 111 9.25 0.63 0.137 0.491 0.101 0.04 112 9.33 0.67 0.144 0.489 0.107 0.04 113 9.42 0.67 0.144 0.487 0.107 0.04 114 9.50 0.67 0.144 0.484 0.107 0.04 O 115 9.58 0:70 0.151 0.482 0.112 0.04 116 9.67 0.70 0.151 0.480 0.112 0.04 117 9.75 0.70 0.151 0.477 0.112 0.04 118 9.83 0.73 0.158 0.475 0.117 0.04 119 9.92 0.73 0.158 0.473 0.117 0.04 120 10.00 0.73 0.158 0.471 0.117 0.04 121 10.08 0.50 0.108 0.468 0.080 0.03 122 10.17 0.50 0.108 0.466 0.080 0.03 123 10.25 0.50 0.108 0.464 0.080 0.03 124 10.33 0.50 0.108 0.462 0.080 0.03 125 10.42 0.50 0.108 0.459 0.080 0.03 126 10.50 0.50 0.108 0.457 0.080 0.03 127 10.58 0.67 0.144 0.955 0.107 0.04 128 10.67 0.67 0.144 0.453 0.107 0.04 129 10.75 0.67 0.144 0.950 0.107 0.04 130 10.83 0.67 0.144 0.448 0.107 0.04 131 10.92 0.67 0.144 0.446 0:107 0.04 132 11.00 0.67 0.144 0.444 0.107 0.04 133 11.08 0.63 0.137 0.442 0.101 0.04 134 11.17 0.63 0.137 0.439 0.101 0.04 135 11.25 0.63 0.137 0.437 0.101 0.04 136 11.33 0.63 0.137 0.435 0.101 0.04 137 11.42 0.63 0.137 0.433 0.101 0.04 138 11.50 0.63 0.137 0.931 0.101 0.04 139 11.58 0.57 0.122 0.429 0.091 0.03 140 11.67 0.57 0.122 0.427 0.091 0.03 141 11.75 0.57 0.122 0.424 0.091 0.03 142 11.83 0.60 0.130 0.422 0.096 0.03 143 11.92 0.60 0.130 0.920 0.096 0.03 194 12.00 0.60 0.130 0.418 0.096 0.03 • 145 12.08 0.83 0.180 0.416 0.133 0.05 146 12.17 0.83 0.180 0.414 0.133 0.05 147 12.25 0.83 0.180 0.412 0.133 0.05 4 � 148 12.33 0.87 0.187 0.410 0.139 0.05 149 12.42 0.87 0.187 0.408 0.139 0.05 150 12.50 0.87 0.187 0.406 0.139 0.05 151 12.58 0.93 0.202 0.404 0.149 0.05 152 12.67 0.93 0.202 0.402 0.149 0.05 153 12.75 0.93 0.202 0.400 0.149 0.05 154 12.83 0.97 0.209 0.398 0.155 0.05 155 12.92 0.97 0.209 0.396 0.155 0.05 156 13.00 0.97 0.209 0.394 0.155 0.05 157 13.08 1.13 0.245 0.392 0.181 0.06 158 13.17 1.13 0.245 0.390 0.181 0.06 159 13.25 1.13 0.245 0.388 0.181 0.06 160 13.33 1.13 0.245 0.386 0.181 0.06 161 13.42 1.13 0.245 0.384 0.181 0.06 162 13.50 1.13 0.245 0.382 0.181 0.06 163 13.58 0.77 0.166 0.380 0.123 0.04 164 13.67 0.77 0.166 0.378 0.123 0.04 165 13.75 0.77 0.166 0.376 0.123 0.04 166 13.83 0.77 0.166 0.374 0.123 0.04 167 13.92 0.77 0.166 0.372 0.123 0.04 168 14.00 0.77 0.166 0.370 0.123 0.04 169 14.08 0.90 0.194 0.368 0.144 0.05 170 14.17 0.90 0.194 0.366 0.144 0.05 171 14.25 0.90 0.194 0.365 0.144 0.05 172 14.33 0.87 0.187 0.363 0.139 0.05 173 14.42 0.87 0.187 0.361 0.139 0.05 174 14.50 0.87 0.187 0.359 0.139 0.05 175 14.58 0.87 0.187 0.357 0.139 0.05 176 14.67 0.87 0.187 0.355 0.139 0.05 177 14.75 0.87 0.187 0.353 0.139 0.05 178 14.83 0.83 0.180 0.352 0.133 0.05 S 179 14.92 0.83 0.180 0.350 0.133 0.05 180 15.00 0.83 0.180 0.348 0.133 0.05 181 15.08 0.80 0.173 0.346 0.128 0.04 182 15.17 0.80 0.173 0.344 0.128 0.04 183 15.25 0.80 0.173 0.343 0.128 0.04 184 15.33 0.77 0.166 0.341 0.123 0.04 185 15.42 0.77 0.166 0.339 0.123 0.04 186 15.50 0.77 0.166 0.337 0.123 0.04 187 15.58 0.63 0.137 0.336 0.101 0.04 188 15.67 0.63 0.137 0.334 0.101 0.04 189 15.75 0.63 0.137 0.332 0.101 0.04 190 15.83 0.63 0.137 0.331 0.101 0.04 191 15.92 0.63 0.137 0.329 0.101 0.04 192 16.00 0.63 0.137 0.327 0.101 0.04 193 16.08 0.13 0.029 0.326 0.021 0.01 194 16.17 0.13 0.029 0.324 0.021 0.01 195 16.25 0.13 0.029 0.322 0.021 0.01 196 16.33 0.13 0.029 0.321 0.021 0.01 197 16.42 0.13 0.029 0.319 0.021 0.01 198 16.50 0.13 0.029 0.317 0.021 0.01 199 16.58 0.10 0.022 0.316 0.016 0.01 200 16.67 0.10 0.022 0.314 0.016 0.01 - 201 16.75 0.10 0.022 0.313 0.016 0.01 202 16.83 0.10 0.022 0.311 0.016 0.01 203 16.92 0.10 0.022 0.309 0.016 0.01 204 17.00 0.10 0.022 0.308 0.016 0.01 205 17.08 0.17 0.036 0.306 0.027 0.01 206 17.17 0.17 0.036 0.305 0.027 0.01 207 17.25 0.17 0.036 0.303 0.027 0.01 208 17.33 0.17 0.036 0.302 0.027 0.01 � 209 17.42 0.17 0.036 0.300 0.027 0.01 210 17.50 0.17 0.036 0.299 0.027 0.01 5 � 211 17.58 0.17 0.036 0.297 0.027 0.01 212 17.67 0.17 0.036 0.296 0.027 0.01 213 17.75 0.17 0.036 0.294 0.027 0.01 214 17.83 0.13 0.029 0.293 0.021 0.01 215 17.92 0.13 0.029 0.291 0.021 0.01 216 18.00 0.13 0.029 0.290 0.021 0.01 217 18.08 0.13 0.029 0.288 0.021 0.01 218 18.17 0.13 0.029 0.287 0.021 0.01 219 18.25 0.13 0.029 0.286 0.021 0.01 220 18.33 0.13 0.029 0.284 0.021 0.01 221 18.42 0:13 0.029 0.283 0.021 0.01 222 18.50 0.13 0.029 0.261 0.021 0.01 223 18.58 0.10 0.022 0.280 0.016 0.01 224 18.67 0.10 0.022 0.279 0.016 0.01 225 18.75 0.10 0.022 0.277 0.016 0.01 226 18.83 0.07 0.014 0.276 0.011 0.00 227 18.92 0.07 0.014 0.275 0.011 0.00 228 19.00 0.07 0.014 0.273 0.011 0.00 229 19.08 0.10 0.022 0.272 0.016 0.01 230 19.17 0.10 0.022 0.271 0.016 0.01 231 19.25 0.10 0.022 0.270 0.016 0.01 232 19.33 0.13 0.029 0.268 0.021 0.01 233 19.42 0.13 0.029 0.267 0.021 0.01 234 19.50 0.13 0.029 0.266 0.021 0.01 235 19.58 0.10 0.022 0.265 0.016 0.01 236 19.67 0.10 0.022 0.263 0.016 0.01 237 19.75 0.10 0.022 0.262 0.016 0.01 238 19.83 0.07 0.014 0.261 0.011 0.00 239 19.92 0.07 0.014 0.260 0.011 0.00 240 20.00 0.07 0.014 0.259 0.011 0.00 � 241 20.08 0.10 0.022 0.258 0.016 0.01 242 20.17 0.10 0.022 0.256 0.016 0.01 243 20.25 0.10 0.022 0.255 0.016 0.01 244 20.33 0.10 0.022 0.254 0.016 0.01 245 20.42 0.10 0.022 0.253 0.016 0.01 246 20.50 0.10 0.022 0.252 0.016 0.01 247 20.58 0.10 0.022 0.251 0.016 0.01 248 20.67 0.10 0.022 0.250 0.016 0.01 249 20.75 0.10 0.022 0.249 0.016 0.01 250 20.83 0.07 0.014 0.248 0.011 0.00 251 20.92 0.07 0.019 0.247 0.011 0.00 252 21.00 0.07 0.014 0.246 0.011 0.00 253 21.08 0.10 0.022 0.245 0.016 0.01 254 21.17 0.10 0.022 0.244 0.016 0.01 255 21.25 0.10 0.022 0.243 0.016 0.01 256 21.33 0.07 0.014 0.242 0.011 0.00 257 21.42 0.07 0.014 0.291 0.011 0,00 258 21.50 0.07 0.014 0.240 0.011 0.00 259 21.58 0.10 0.022 0.239 0.016 0.01 260 21.67 0.10 0.022 0.239 0.016 0.01 261 21.75 0.10 0.022 0.238 0.016 0.01 262 21.83 0.07 0.014 0.237 0.011 0.00 263 21.92 0.07 0.014 0.236 0.011 0.00 264 22.00 0.07 0.014 0.235 0.011 0.00 265 22.08 0.10 0.022 0.235 0.016 0.01 266 22.17 0.10 0.022 0.234 0.016 0.01 267 22.25 0.10 0.022 0.233 0.016 0.01 268 22.33 0.07 0.014 0.232 0.011 0.00 269 22.42 0.07 0.014 0.232 0.011 0.00 270 22.50 0.07 0.014 0.231 0.011 0.00 • 271 22.58 0.07 0.014 0.230 0.011 0.00 272 22.67 0.07 0.014 0.230 0.011 0.00 273 22.75 0.07 0.014 0.229 0.011 0.00 6 274 22.83 0.07 0.014 0.228 0.011 0.00 � 275 22.92 0.07 0.014 0.228 0.011 0.00 276 23.00 0.07 0.014 0.227 0.011 0.00 277 23.08 0.07 0.014 0.227 0.011 0.00 278 23.17 0.07 0.014 0.226 0.011 0.00 279 23.25 0.07 0.014 0.226 0.011 0.00 280 23.33 0.07 0.014 . 0.225 0.011 0.00 281 23.42 0.07 0.014 0.225 0.011 0.00 282 23.50 0.07 0.014 0.224 0.011 0.00 283 23.58 0.07 0.014 0.224 0.011 0.00 284 23.67 0.07 0.014 0.224 0.011 0.00 285 23.75 0.07 0.014 0.223 0.011 0.00 286 23.83 0.07 0.014 0.223 0.011 0.00 287 23.92 0.07 0.014 0.223 0.011 0.00 288 24.00 0.07 0.014 0.223 0.011 0.00 Sum = 100.0 Sum = 5.6 Flood volume = Effective rainfall 0.47(In) . times area 3.0(Ac.)/[(In)/(Ft:)] = 0.1(Ac.Ft) Total soil loss = 1.33(In) Total soil loss = 0.332(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 5079.5 Cubic Feet Total soil loss = 14457.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.190(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O II R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) � ------------------------------------------------------------- - ---- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0000 0.00 Q I I I I 0+15 0.0001 0.01 Q I I I I 0+20 0.0002 0.01 Q I I I I 0+25 0.0002 0.01 Q I I I I 0+30 0.0003 0.01 Q I I I I 0+35 0.0004 0.02 Q I I I I 0+40 0.0006 0.02 Q I I I I 0+45 0.0007 0.02 Q I I I I 0+50 0.0008 0.02 Q I I I I 0+55 0.0009 0.02 Q I I I I 1+ 0 0.0011 0.02 Q I I I ( 1+ 5 0.0012 0.02 Q I I I I 1+10 0.0013 0.02 Q I I I I 1+15 0.0015 0.02 Q I I I I 1+20 0.0016 0.02 Q I I I I 1+25 0.0017 0.02 Q I ( I I 1+30 0.0018 0.02 Q I I I I 1+35 0.0019 0.02 Q I I I I 1+40 0.0021 0.02 Q I I I I 1+45 0.0022 0.02 Q I I I I 1+50 0.0023 0.02 Q I I I I 1+55 0.0024 0.02 Q I I I I 2+ 0 0.0026 0.02 Q I I I I 2+ 5 0.0027 0.02 Q I I I I 2+10 0.0029 0.02 Q I I I I • 2+15 0.0030 0.02 QV I I I I 2+20 0.0032 0.02 QV I I I I 7 . • 2+25 0.0033 0.02 QV I I I I 2+30 0.0035 0.02 QV I I I I 2+35 0.0036 0.02 QV I I I I 2+40 0.0038 0.02 QV I I I I 2+45 0.0040 0.03 QV I I I I 2+50 0.0042 0.03 QV I I I I 2+55 0.0044 0.03 QV I I I I 3+ 0 0.0046 0.03 QV I I I I 3+ 5 0.0048 0.03 4V I I I I 3+10 0.0050 0.03 QV I I I I 3+15 0.0052 0.03 QV I I I I 3+20 0.0053 0.03 QV I I I I 3+25 0.0055 0.03 QV I I I I 3+30 0.0057 0.03 QV I I I I 3+35 0.0059 0.03 Q V I I I I 3+40 0.0061 0.03 Q V I I I I 3+45 0.0063 0.03 Q V I I I I 3+50 0.0065 0.03 Q V I I I I 3+55 0.0067 0.03 Q V I I I I 4+ 0 0.0069 0.03 Q V I I I I 4+ 5 0.0072 0.03 Q V I I I I 4+10 0.0074 0.03 Q V I I I I 4+15 0.0076 0.03 Q V I I I I 4+20 0.0079 0.03 Q V I I I I 9+25 0.0081 0.04 Q V I I I I 9+30 0.0084 0.04 Q V I I I I 4+35 0.0086 0.04 Q V I I I I 4+40 0.0089 0.04 Q V I I I I 4+45 0.0092 0.04 Q V I I I I 4+50 0.0094 0.04 Q V I I I I 4+55 0.0097 0.04 Q V I I I I � 5+ 0 0.0100 0.04 Q V I I I I 5+ 5 0.0103 0.04 Q V I I I I 5+10 0.0106 0.04 Q V I I I I 5+15 0.0109 0.04 Q V I I I I 5+20 0.0111 0.04 Q V I I I I 5+25 0.0114 0.04 Q V I I I I 5+30 0.0116 0.04 Q V I I I ( 5+35 0.0119 0.04 Q V I I I I 5+40 0.0122 0.04 Q V I I I I 5+45 0.0125 0.04 Q V I I I I 5+50 0.0128 0.04 Q V I I I I 5+55 0.0131 0.04 Q V I I I I 6+ 0 0.0134 0.04 Q V I I I I 6+ 5 0.0137 0.05 Q V I I I I 6+10 0.0140 0.05 Q V I I I I 6+15 0.0144 0.05 Q V I I I I 6+20 0.0147 0.05 Q V I I I I 6+25 0.0151 0.05 Q V I I I I 6+30 0.0154 0.05 Q V I I I I 6+35 0.0158 0.05 Q V I I I I 6+40 0.0161 0.05 Q V I I I I 6+45 0.0165 0.05 Q V I I I I 6+50 0.0169 0.06 Q V I I I I 6+55 0.0173 0.06 Q V I ( I I 7+ 0 0.0177 0.06 Q V I I I I 7+ 5 0.0180 0.06 Q V I I I I. 7+10 0.0184 0.06 4 V I I I I 7+15 0.0188 0.06 Q v I I I I 7+20 0.0192 0.06 Q V I I I I � 7+25 0.0196 0.06 Q V I I I I 7+30 0.0200 0.06 Q V I I I I 7+35 0.0209 0.06 Q V I I I I g � 7+40 0.0209 0.06 Q V I I I I 7+45 0.0213 0.07 Q V I I I I 7+50 0.0218 0.07 Q V I I ( I 7+55 0.0223 0.07 Q V I I I I 8+ 0 0.0228 0.07 Q V I I I � 8+ 5 0.0233 0.07 Q V � I I I 8+10 0.0238 0.08 Q V I I I I 8+15 0.0244 0.08 Q V I I I I 8+20 0.0249 0.08 Q V I I I I 8+25 0.0255 0.08 Q V I I I I 8+30 0.0261 0.08 Q V I I I I 8+35 0.0267 0.08 Q VI I I I 8+40 0.0273 0.09 Q VI I I I 8+45 0.0279 0.09 4 VI I I I 8+50 0.0285 0.09 Q VI I I I 8+55 0.0291 0.09 Q VI I I I g+ 0 0.0298 0.09 Q V I I I 9+ 5 0.0304 0.10 Q V I I I g+10 0.0311 0.10 Q v I I I 9+15 0.0318 0.10 Q V I I I 9+20` 0.0325 0.11 Q IV I I I 9+25 0.0333 0.11 Q iV I I I 9+30 0.0340 0.11 Q IV I I I 9+35 0.0348 0.11 Q I� I I I g+40 0.0356 0.11 Q I V I I I 9+45 0.0364 0.12 Q I V I I I 9+50 0.0372 0.12 Q I U I I I 9+55 0.0380 0.12 Q I V I I I 10+ 0 0.0389 0.12 Q I V I I I 10+ 5 0.0397 0.12 Q I V I I I 10+10 0.0405 0.11 Q I V I I I • 10+15 0.0411 0.10 Q I V I I I 10+20 0.0418 0.09 Q I U I I I 10+25 0.0424 0.09 Q I V I I I 10+30 0.0430 0.09 Q I V I I I 10+35 0.0436 0.09 Q I V I I I 10+40 0.0442 0.10 Q I V I I I 10+45 0.0449 0.10 Q I V I I I 10+50 0.0457 0.11 Q I V I I I 10+55 0.0464 0.11 Q I V I I I 11+ 0 0.0472 0.11 Q I V I I I 11+ 5 0.0480 0.11 Q I V I I I 11+10 0.0987 0.11 Q I V I I I 11+15 0.0495 0.11 Q I V I I I ll+20 0.0502 0.11 Q I U I I I 11+25 0.0510 0.11 Q I V I I I 11+30 0.0517 0.11 Q 'I V I I I. 11+35 0.0524 0.11 Q I V I I I 11+40 0.0532 0.10 Q I V( I I 11+45 0.0538 0.10 Q I V I I I 11+50 0.0545 0.10 Q I V I I I 11+55 0.0552 0.10 Q I V I I I 12+ 0 0.0559 0.10 Q I VI I '1 12+ 5 0.0566 0.10 Q I VI I I 12+10 0.0574 0.12 Q I VI I I 12+15 0.0583 0.13 Q I VI I I 12+20 0.0592 0.13 Q I V I I 12+25 0.0602 0.14 Q I V I I 12+30 0.0612 0.14 Q � V � � 12+35 0.0622 0.15 Q I IV I I 12+90 0.0632 0.15 Q I IV I I � 12+45 0.0642 0.15 Q I I V I I 12+50 0.0653 0.16 Q I I U I I 9 � 12+55 0.0664 0.16 Q I I V I I 13+ 0 0.0675 0.16 Q I I V I I 13+ S 0.0687 0.16 Q I I V I I 13+10 0.0698 0.17 Q I I U I I 13+15 0.0711 0.18 Q I I V I I 13+20 0.0724 0.19 Q I I V I I 13+25 0.0737 0.19 Q I I V I I 13+30 0.0750 0.19 Q I I U I I 13+35 0.0763 0.19 Q I I V I I 13+40 0.0775 0.17 Q I I V I I 13+45 0.0785 0.15 Q I I V I I 13+50 0.0794 0.14 Q I I V I I 13+55 0.0804 0.14 Q I I V I I 14+ 0 0.0813 0.13 Q I I U I I 14+ 5 0.0622 0.13 Q I I V I I 14+10 0.0832 0.14 Q I I V I I 14+15 0.0842 0.15 Q I I V I I 14+20 0.0852 0.15 Q I I VI I 14+25 0.0862 0.15 4 I I VI I 14+30 0.0872 0.15 Q I I �I I 14+35 0.0883 0.15 Q I I V I 14+40 0.0893 0.15 Q I I V I 14+45 0.0903 0.15 Q I I V I 14+50 0.0913 0.15 Q ( I IV I 14+55 0.0923 0.14 Q I I IV I 15+ 0 0.0933 0.14 Q I I IU I 15+ 5 0.0942 0.14 Q I I I V I 15+10 0.0952 0.14 Q I I I V I 15+15 0.0961 0.14 Q I I I V I 15+20 0.0971 0.14 Q I I I V I � 15+25 0.0980 0.13 Q I I I V I 15+30 0.0989 0.13 Q I I I V I 15+35 0.0998 0.13 Q I I I U I 15+40 0.1007 0.12 Q I I I V I 15+45 0.1014 0.11 Q I I I V I 15+50 0.1022 0.11 Q I I I U I 15+55 0.1030 0.11 Q I I I U I 16+.0 0.103� 0.11 4 I I I U I 16+ 5 0.1044 0.10 Q I I I V I 16+10 0.1050 0.08 Q I I I V I 16+15 0.1053 0.05 Q I I I V I 16+20 0.1056 0.04 Q I I I V I 16+25 0.1058 0.03 Q I I I V I 16+30 0.1060 0.03 Q I I I U I 16+35 0.1061 0.02 Q I I I V I 16+90 0.1063 0.02 Q I I I V I 16+45 0.1064 0.02 Q I I I. V I 16+50 0.1065 0.02 Q I I I V I 16+55 0.1067 0.02 Q I I I V I 17+ 0 0.1068 0.02 Q I I I V I 17+ 5 0.1069 0.02 Q I I I V I 17+10 0.1070 0.02 Q I I I V I 17+15 0.1072 0.02 Q I I I V I 17+20 0.1074 0.03 Q I I I V I 17+25 0.1076 0.03 Q I I I V I 17+30 0.1078 0.03 Q I I I U I 17+35 0.1080 0.03 Q I I I V I 17+40 0.1082 0.03 Q I I I V I 17+45 0.1089 0.03 Q I I I V I 17+50 0.1085 0.03 Q I I I U I • 17+55 0.1087 0.03 Q I I I U I 18+ 0 0.1089 0.02 Q I I I U I 18+ 5 0.1091 0.02 Q I I I V I 10 18+10 0.1092 0.02 Q I I I V I � 18+15 0.1094 0.02 Q I I J V I 18+20 0.1095 0.02 Q I I I V I 18+25 0.1097 0.02 Q I I I V I 18+30 0.1098 0.02 Q I I I V I 18+35 0.1100 0.02 Q I I I V I 18+40 0.1101 0.02 Q I I I V I 18+45 0.1103 0.02 Q I I I V I 18+50 0.1104 0.02 4 I I I V. I 18+55 0.1105 0.02 Q I I I V I 19+ 0 0.1106 0.01 Q I I I V I 19+ 5 0.1107 0.01 Q I I I V I 19+10 0.1108 0.01 Q I I ( V I 19+15 0.1109 0.02 Q I I I V I 19+20 0.1110 0.02 Q I I I V I 19+25 0.1111 0.02 Q I I I V I 19+30 0.1113 0.02 Q I I I V I 19+35 0.1114 0.02 Q I I I V I 19+40 0.1115 0.02 Q I I I V I 19+45 0.1117 0.02 Q I I I V I 19+50 0.1118 0.02 4 I I I V I 19+55 0.1119 0.02 Q I I I V I 20+ 0 0.1120 0.01 Q I I I V.I 20+ 5 0.1121 0.01 Q I I I V I 20+10 0.11'22 0.01 Q I I I V I 20+15 0.1123 0.02 Q I I I V I 20+20 0.1124 0.02 Q I I I V I 20+25 0.1125 0.02 Q I I I V I 20+30 0.1126 0.02 Q I I I U I 20+35 0.1127 0.02 Q ( I I V I 20+90 0.1128 0.02 Q I I I V I � 20+45 0.1130 0.02 Q I I I V I 20+50 0.1131 0. Q I I I V I 20+55 0.1132 0.01 Q I I I V I 21+ 0 0.1133 0.01 Q I I I V I 21+ 5 0.1139 0.01 Q I I I V I 21+10 0.1134 0.01 Q I I I V I 21+15 0.1136 0.02 Q I I I V I 21+20 0.1137 0.02 Q I I I V I 21+25 0.1138 0.01 Q I I I VI 21+30 0.1139 0.01 4 I I I VI 21+35 0.1139 0.01 Q I I I VI 21+40 0.1140 0.01 Q I I I VI 21+45 0.1141 0.02 4 I I I VI 21+50 0.1142 0.02 Q I I I VI 21+55 0.1143 0.01 Q I I I VI 22+ 0 0.1144 0.01 Q I I I VI 22+ 5 0.1145 0.01 Q I I I VI 22+10 0.1146 0.01 Q I I I VI 22+15 0.1147 0.02 Q I I I VI 22+20 0.1148 0.02 Q I I I VI 22+25 0.1149 0.01 Q I I I VI 22+30 0.1150 0.01 Q I I I VI 22+35 0.1151 0.01 Q I I I VI 22+40 0.1152 0.01 Q I I I VI 22+45 0.1153 0.01 Q I I I VI 22+50 0.1153 0.01 Q I I I VI '22+55 0.1154 0.01 Q. I I I VI 23+ 0 0.1155 0.01 Q I I I VI 23+ 5 0.1156 0.01 Q I I I VI 23+10 0.1157 0.01 Q I I I VI � 23+15 0.1157 0.01 Q I I I VI 23+20 0.1158 0.01 Q I I I VI 11 � 23+25 0.1159 0.01 Q I I I VI 23+30 0.1160 0.01 Q I I I VI 23+35 0.1160 0.01 Q I I I VI 23+40 0.1161 0.01 Q I I I VI 23+45 0.1162 0.01 Q I I I VI 23+50 0.1163 0.01 Q I I I VI 23+55 0.1164 0.01 Q I I I VI 24+ 0 0.1164 0.01 Q I I I VI 24+ 5 0.1165 0.01 Q I I I VI 24+10 0.1166 0.01 Q I I I VI 24+15 0.1166 0.00 Q I I I VI 24+20 0.1166 0.00 Q I I I VI 24+25 0.1166 0.00 Q I I I VI 24+30 0.1166 0.00 Q I I I VI 24+35 0.1166 0.00 Q ( I I VI 24+40 0.1166 0.00 Q I I I UI 24+45 0.1166 0:00 Q I I I VI 24+50 0.1166 0.00 Q I I I VI 24+55 0.1166 0.00 Q I I I VI 25+ 0 0.1166 0.00 Q I I I V ----------------------------------------------------------------------- � � 12 0 , 10-YEaR, 24-HovR s . � U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 19B9 - 2004, Version 7.0 Study date 11/26/08 File: AREADP24102410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 30434 PROPOSED CONDITION ONSITE HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 10-YEAR STORM EVENT FILENAME: AREADP2410 Drainage Area = 2.99(Ac.) = 0.005 Sq. Mi. � Drainage Area for Depth-Area Areal Adjustment = 2.99(Ac.) = 0.005 Sq. Mi. USER Entry of lag time in hours Lag time = 0.143 Hr. Lag time = 8.59 Min. 25% of lag time = 2.15 Min. 40°s of lag time = 3.44 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: , Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.99 1.80 ' S.38 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.99 4.50 13.46 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 9.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 0 � Adjusted average point rain = 2.911(In) Sub-Area Data: 1 Area(Ac.) Runoff Index Impervious o � 2.990 71.50 0.200 � Total Area Entered = 2.99(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F � AMC2 AMC-2 (In/Hr) (Dec.o) (In/Hr) (Dec.) (In/Hr) 71.5 71.5 0.344 0.200 0.282 1.000 0.282 Sum (F) = 0,282 ` Area averaged mean soil loss (F) (In/Hr) = 0.282 i Minimum soil loss rate ((In/Hr)) = 0.141 L (for 24 hour storm duration) Soil low loss rate (decimal) = 0.740 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data Unit time period Time o of lag Distribution Unit Hydrograph (hrs) Graph o (CFS) 1 0.083 58.194 5.391 0.161 2 0.167 116.387 29.684 0.894 3 0.250 174.581 34.991 1.053 4 0.333 232.775 12.729 0.384 5 0.417 290.968 7.348 0.221 6 0.500 349.162 4.549 0.137 7 0.583 407.356 2.622 0.079 8 0.667 465.549 1.118 0.034 9 0.750 523.743 0.594 0.018 `.__� 10 0.833 581.937 0.407 0.012 11 0.917 640.130 0.398 0.012 12 1.000 698.324 0.204 0.006 13 1.083 756.518 0.063 0.002 Sum = 100.000 Sum= 3.013 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.023 0.500 0.017 0.01 2 0.17 0.07 0.023 0.499 0.017 0.01 3 0.25 0.07 0.023 0.497 0.017 0.01 4 0.33 0.10 0.035 0.495 0.026 0.01 5 0.42 0.10 0.035 0.493 0.026 0.01 6 0.50 0.10 0.035 0.491 0.026 0.01 7 0.58 0.10 0.035 0.489 0.026 0.01 8 0.67 0.10 0.035 0.487 0.026 0.01 9 0.75 0.10 0.035 0.485 0.026 0.01 10 0.83 0.13 0.047 0.483 0.034 0.01 11 0.92 0.13 0.047 0.481 0.034 0.01 12 1.00 0.13 0.047 0.479 0.034 0.01 13 1.08 0.10 0.035 0.478 0.026 0.01 14 1.17 0.10 0.035 0.476 0.026 0.01 15 1.25 0.10 0.035 0.474 0.026 0.01 16, 1.33 0.10 0.035 0.472 0.026 0.01 17 1.42 0.10 0.035 0.470 0.026 0.01 18 1.50 0.10 0.035 0.468 0.026 0.01 19 1.58 0.10 0.035 0.466 0.026 0.01 20 1.67 0.10 0.035 0.469 0.026 0.01 l<-' 21 1.75 0.10 0.035 0.462 0.026 0.01 2 22 1.83 0.13 0.047 0.461 0.034 0.01 23 1.92 0.13 0.047 0.459 0.034 0.01 �� 24 2.00 0.13 0.047 0.457 0.034 0.01 25 2.08 0.13 0.047 0.455 0.034 0.01 26 2.17 0.13 0.047 0.453 0.034 0.01 27 2.25 0.13 0.047 0.451 0.034 0.01 28 2.33 0.13 0.047 0.450 0.034 0.01 29 2.42 0.13 0.047 0.448 0.034 0.01 30 2.50 0.13 0.047 0.446 0.034 0.01 31 2.58 0.17 0.058 0.444 0.043 0.02 32 2.67 0.17 0.058 0.442 0.043 0.02 33 2.75 0.17 0.058 0.440 0.043 0.02 34 2.83 0.17 0.058 0.439 0.043 0.02 35 2.92 0.17 0.058 0.437 0.043 0.02 36 3.00 0.17 0.058 0.435 0.043 0.02 37 3.08 0.17 0.058 0.433 0.043 0.02 38 3.17 0.17 0.058 0.431 0.043 0.02 39 3.25 0.17 0.058 0.430 0.043 0.02 40 3.33 0.17 0.058 0.428 0.043 0.02 41 3.42 0.17 0.058 0.426 0.043 0.02 42 3.50 0.17 0.058 0.429 0.043 0.02 43 3.58 0.17 0.058 0.422 0.043 0.02 44 3.67 0.17 0.058 0.421 0.043 0.02 45 3.75 0.17 0.05B 0.419 0.043 0.02 46 3.83 0.20 0.070 0.417 0.052 0.02 47 3.92 0.20 0.070 0.415 0.052 0.02 48 4.00 0.20 0.070 0.414 0.052 0.02 49 4.08 0.20 0.070 0.412 0.052 0.02 50 4.17 0.20 0.070 0.410 0.052 0.02 51 4.25 0.20 0.070 0.408 0.052 0.02 52 4.33 0.23 0.082 0.407 0.060 0.02 53 4.42 0.23 0.082 0.405 0.060 0.02 ��,__ 54 4.50 0.23 0.082 0.403 0.060 0.02 55 4.58 0.23 0.082 0.401 0.060 0.02 56 4.67 0.23 0.082 0.400 0.060 0.02 57 4.75 0.23 0.082 0.398 0.060 0.02 58 4.83 0.27 0.093 0.396 0.069 0.02 59 4.92 0.27 0.093 0.395 0.069 0.02 60 5.00 0.27 0.093 0.393 0.069 0.02 61 5.08 0.20 0.070 0.391 0.052 0.02 62 5.17 0.20 0.070 0.389 0.052 0.02 63 5.25 0.20 0.070 0.388 0.052 0.02 64 5.33 0.23 0.082 0.386 0.060 0.02 65 5.42 0.23 0.082 0.384 0.060 0.02 66 5.50 0.23 0.082 0.383 0.060 0.02 67 5.58 0.27 0.093 0.381 0.069 0.02 68 5.67 0.27 0.093 0.379 0:069 0.02 69 5.75 0.27 0.093 0.378 0.069 0.02 70 5.83 0.27 0.093 0.376 0.069 0.02 71 5.92 0.27 0.093 0.374 0.069 0.02 72 6.00 0.27 0.093 0.373 0.069 0.02 73 6.08 0.30 0.105 0.371 0.078 0.03 74 6.17 0.30 0.105 0.369 0.078 0.03 75 6.25 0.30 0.105 0.368 0.078 0.03 76 6.33 0.30 0.105 0.366 0.078 0.03 77 6.42 0.30 0.105 0.364 0.078 0.03 78 6.50 0.30 0.105 0.363 0.078 0.03 79 6.58 0.33 0.116 0.361 0.086 0.03 80 6.67 0.33 0.116 0.360 0.086 0.03 81 6.75 0.33 0.116 0.35B 0.086 0.03 82 6.83 0.33 0.116 0.356 0.086 0.03 l 83 6.92 0.33 0.116 0.355 0.086 0.03 \ � 84 7.00 0.33 0.116 0.353 0.086 0.03 3 85 7.08 0.33 0.116 0.351 0.086 0.03 � 86 7.17 0.33 0.116 0.350 0.086 0.03 87 7.25 0.33 0.116 0.348 0.086 0.03 88 7.33 0.37 0.128 0.347 0.095 0.03 89 7.42 0.37 0.128 0.345 0.095 0.03 90 7.50 0.37 0.128 0.344 0.095 0.03 91 7.58 0.40 0.140 0.342 0.103 0.04 92 7.67 0.40 0.140 0.340 0.103 0.04 93 7.75 0.40 0.140 0.339 0.103 0.04 94 7.83 0.43 0.151 0.337 0.112 0.04 95 7.92 0.43 0.151 0.336 0.112 0.04 96 8.00 0.43 0.151 0.334 0.112 0.04 97 8.08 0.50 0.175 0.333 0.129 0.05 98 8.17 0.50 0.175 0.331 0.129 0.05 99 8.25 0.50 0.175 0.329 0.129 0.05 100 8.33 0.50 0.175 0.328 0.129 0.05 101 8.42 0.50 0.175 0.326 0.129 0.05 102 8.50 0.50 0.175 0.325 0.129 0.05 103 8.58 0.53 0.186 0.323 0.138 0.05 104 8.67 0.53 0.186 0.322 0.138 0.05 105 8.75 0.53 0.186 0.320 0.138 0.05 106 8.83 0.57 0.198 0.319 0.146 0.05 107 8.92 0.57 0.198 0.317 0.196 0.05 108 9.00 0.57 0.198 0.316 0.146 0.05 109 9.08 0.63 0.221 0.314 0.164 0.06 110 9.17 0.63 0.221 0.313 0.164 0.06 111 9.25 0.63 0.221 0.311 0.164 0.06 112 9.33 0.67 0.233 0.310 0.172 0.06 113 9.42 0.67 0.233 0.308 0.172 0.06 114 9.50 0.67 0.233 0.307 0.172 0.06 115 9.58 0.70 0.245 0.305 0.181 0.06 � 116 9.67 0.70 0.245 0.304 0.181 0.06 117 9.75 0.70 0.245 0.302 0.181 0.06 118 9.83 0.73 0.256 0.301 0.190 0.07 119 9.92 0.73 0.256 0.300 0.190 0.07 120 10.00 0.73 0.256 0.298 0.190 0.07 121 10.08 0.50 0.175 0.297 0.129 0.05 122 10.17 0.50 0.175 0.295 0.129 0.05 123 10.25 0.50 0.175 0.294 0.129 0.05 124 10.33 0.50 0.175 0.292 0.129 0.05 125 10.42 0.50 0.175 0.291 0.129 0.05 126 10.50 0.50 0.175 0.290 0.129 0.05 127 10.58 0.67 0.233 0.288 0.172 0.06 128 10.67 0.67 0.233 0.287 0.172 0.06 129 10.75 0.67 0.233 0.285 0.172 0.06 130 10.83 0.67 0.233 0.284 0.172 0.06 131 10.92 0.67 0.233 0.283 0.172 0.06 132 11.00 0.67 0.233 0.281 0.172 0.06 133 11.08 0.63 0.221 0.280 0.164 0.06 134 11.17 0.63 0.221 0.278 0.164 0.06 135 11.25 0.63 0.221 0.277 0.164 0.06 136 11.33 0.63 0.221 0.276 0.164 0.06 137 11.42 0.63 0.221 0.274 0.164 0.06 - 138 11.50 0.63 0.221 0.273 0.164 0.06 139 11.58 0.57 0.198 0.272 0.146 0.05 140 11.67 0.57 0.198 0.270 0.146 0.05 141 11.75 0.57 0.198 0.269 0.146 0.05 142 11.83 0.60 0.210 0.268 0.155 0.05 193 11.92 0.60 0.210 0.266 0.155 0.05 144 12.00 0.60 0.210 0.265 0.155 0.05 145 12.08 0.83 0.291 0.264 --- 0.03 � 146 12.17 0.83 0.291 0.262 =_= 0.03 147 12.25 0.83 0.291 0.261 0.03 4 � 148 12.33 0.87 0.303 0.260 =_= 0.04 149 12.42 0.87 0.303 0.258 0.04 150 12.50 0.87 0.303 0.257 0.05 151 12.58 0.93 0.326 0.256 --- 0.07 152 12.67 0.93 0.326 0.254 --- 0.07 153 12.75 0.93 0.326 0.253 --- 0.07 154 12.83 0.97 0.338 0.252 --- 0.09 155 12.92 0.97 0.338 0.251 --- 0.09 156 13.00 0.97 0.338 0.249 --- 0.09 157 13.08 1.13 0.396 0.248 --- 0.15 158 13.17 1:13 0.396 0.247 --- 0.15 159 13.25 1.13 0.396 0.246 --- 0.15 160 13.33 1.13 0.396 0.244 --- 0.15 161 13.42 1.13 0.396 0.243 --- 0.15 162 13.50 1.13 0.396 0.242 --- 0.15 163 13.58 0.77 0.268 0.241 --- 0.03 164 13.67 0.77 0.268 0.239 --- 0.03 165 13.75 0.77 0.268 0.238 --- 0.03 166 13.83 0.77 0.268 0.237 --- 0.03 167 13.92 0.77 0.268 0.236 --- 0.03 168 14.00 0.77 0.268 0.235 --- 0.03 169 14.08 0.90 0.314 0.233 --- 0.08 170 14.17 0.90 0.314 0.232 --- 0.08 171 14.25 0.90 0.314 0.231 --- 0.08 172 14.33 0.87 0.303 0.230 --- 0.07 173 14.42 0.87 0.303 0.229 --- 0.07 179 14.50 0.87 0.303 0.227 --- 0.08 175 14.58 0.87 0.303 0.226 --- 0.08 176 14.67 0.87 0.303 0.225 --- 0.08 177 14.75 0.87 0.303 0.224 --- 0.08 � 178 14.83 0.83 0.291 0.223 =_= 0.07 179 14.92 0.83 0.291 0.222 0.07 180 15.00 0.83 0.291 0.221 0.07 181 15.08 0.80 0.279 0.219 --- 0.06 182 15.17 0.80 0.279 0.218 --- 0.06 183 15.25 0.80 0.279 0.217 --- 0.06 184 15.33 0.77 0.268 0.216 --- 0.05 185 15.42 0.77 0.268 0.215 --- 0.05 186 15.50 0.77 0.268 0.214 --- 0.05 187 15.58 0.63 0.221 0.213 --- 0.01 188 15.67 0.63 0.221 0.212 --- 0.01 189 15.75 0.63 0.221 0.211 --- 0.01 190 15.83 0.63 0.221 0.209 --- 0.01 191 15.92 0.63 0.221 0.208 --- 0.01 ' 192 16.00 0.63 0.221 0.207 --- 0.01 193 16.08 0.13 0.047 0.206 0.034 0.01 194 16.17 0.13 0.047 0.205 0.034 0.01 195 16.25 0.13 0.047 0.204 0.034 0.01 196 16.33 0.13 0.047 0.203 0.034 0.01 197 16.42 0.13 0.047 0.202 0.034 0.01 198 16.50 0.13 0.047 0.201 0.034 0.01 199 16.58 0.10 0.035 0.200 0.026 0.01 200 16.67 0.10 0.035 0.199 0.026 0.•O1 201 16.75 0.10 0.035 0.198 0.026 0.01 202 16.83 0.10 0.035 0.197 0.026 0.01 203 16.92 0.10 0.035 0.196 0.026 0.01 204 17.00 0.10 0.035 0.195 0.026 0.01 205 17.08 0.17 0.058 0.194 0.043 0.02 206 17.17 0.17 0.058 0.193 0.043 0.02 207 17.25 0.17 0.058 0.192 0.043 0.02 � 208 17.33 0.17 0.058 0.191 0.043 0.02 209 17.42 0.17 0.058 0.190 0.043 0.02 210 17.50 0.17 0.058 0.189 0.043 0.02 5 211 17.58 0.17 0.058 0.188 0.043 0.02 � 212 17.67 0.17 0.058 0.187 0.043 0.02 213 17.75 0.17 0.058 0.186 0.043 0.02 214 17.83 0.13 0.047 0.185 0.034 0.01 215 17.92 0.13 0.047 0.185 0.034 0.01 216 18.00 0.13 0.047 0.184 0.034 0.01 217 18.08 0.13 0.047 0.163 0.034 0.01 218 18.17 0.13 0.047 0.182 0.034 0.01 219 18.25 0.13 0.047 0.181 0.034 0.01 220 18.33 0.13 0.047 0.180 0.034 0.01 221 18.42 0.13 0.047 0.179 0.034 0.01 222 18.50 0.13 0.047 0.178 . 0.034 0.01 223 18.58 0.10 0.035 0.177 0.026 0.01 224 18.67 0.10 0.035 0.177 0.026 0.01 225 18.75 0.10 0.035 0.176 0.026 0.01 226 18.83 0.07 0.023 0.175 0.017 0.01 227 18.92 0.07 0.023 0.174 0.017 0.01 228 19.00 0.07 0.023 0.173 0.017 0.01 229 19.08 0.10 0.035 0.172 0.026 0.01 230 19.17 0.10 0.035 0.172 0.026 0.01 231 19.25 0.10 0.035 0.171 0.026 0.01 232 19.33 0.13 0.047 0.170 0.034 0.01 233 19.42 0.13 0.047 0.169 0.034 0.01 234 19.50 0.13 0.047 0.168 0.034 0.01 235 19.58 0.10 0.035 0.168 0.026 0.01 236 19.67 0.10 0.035 0.167 0.026 0.01 237 19.75 0.10 0.035 0.166 0.026 0.01 238 19.83 0.07 0.023 0.165 0.017 0.01 239 19.92 0.07 0.023 0.165 0.017 0.01 240 20.00 0.07 0.023 0.164 0.017 0.01 241 20.08 0.10 0.035 0.163 0.026 0.01 � 242 20.17 0.10 0.035 0.163 0.026 0.01 243 20.25 0.10 0.035 0.162 0.026 0.01 244 20.33 0.10 0.035 0.161 0.026 0.01 245 20.42 0.10 0.035 0.160 0.026 0.01 � 246 20.50 0.10 0.035 0.160 0.026 0.01 247 20.58 0.10 0.035 0.159 0.026 0.01 248 20.67 0.10 0.035 0.158 0.026 0.01 249 20.75 0.10 0.035 0.158 0.026 0.01 250 20.83 0.07 0.023 0.157 0.017 0.01 251 20.92 0.07 0.023 0.156 0.017 0.01 252 21.00 0.07 0.023 0.156 0.017 0.01 253 21.08 0.10 0.035 0.155 0:026 0.01 254 21.17 0.10 0.035 0.155 0.026 0.01 255 21.25 0.10 0.035 0.154 0.026 0.01 256 21.33 0.07 0.023 0.153 0.017 0.01 257 21.92 0.07 0."023 0.153 0.017 0.01 258 21.50 0.07 0.023 0.152 0.017 0.01 259 21.58 0.10 0.035 0.152 0.026 0.01 260 21.67 0.10 0.035 0.151 0.026 0.01 261 21.75 0.10 0.035 0.151 0.026 0.01 262 21.83 0.07 0.023 0.150 0.017 0.01 263 21.92 0.07 0.023 0.150 0.017 0.01 264 22.00 0.07 0.023 0.149 0.017 0.01 265 22.08 0.10 0.035 0.149 0.026 -0.O1 266 22.17 0.10 0.035 0.148 0.026 0.01 267 22.25 0.10 0.035 0.148 0.026 0.01 268 22.33 0.07 0.023 0.147 0.017 0.01 269 22.42 0.07 0.023 0.147 0.017 0.01 270 22.50 0.07 0.023 0.146 0.017 0.01 27.1 22.58 0.07 0.023 0.146 0.017 0.01 � 272 22.67 0.07 0.023 0.145 0.017 0.01 273 22.75 0.07 0.023 0.145 0.017 0.01 6 � 274 22.83 0.07 0.023 0.145 0.017 0.01 275 22.92 0.07 0.023 0.144 0.017 0.01 276 23.00 0.07 0.023 0.144 0.017 0.01 277 23.08 0.07 0.023 0.144 0.017 0.01 278 23.17 0.07 0.023 0.143 0.017 0.01 279 23.25 0.07 0.023 0.143 0.017 0.01 280 23.33 0.07 0.023 0.143 0.017 0.01 281 23.42 0.07 0.023 0.142 0.017 0.01 282 23.50 0.07 0.023 0.142 0.017 0.01 283 23.58 0.07 0.023 0.142 0.017 0.01 284 23.67 0.07 0.023 0.142 0.017 0.01 285 23.75 0.07 0.023 0.142 0.017 0.01 286 23.83 0.07 0.023 0.141 0.017 0.01 287 23.92 0.07 0.023 0.141 0.017 0.01 288 24.00 0.07 0.023 0.141 0.017 0.01 Sum = 100.0 Sum = 8.5 Flood volume = Effective rainfall 0.70(In) times area 3.0(Ac.)/[(In)/(Ft.)� = 0.2(Ac.Ft) Total soil loss = 2.21(In) Total soil loss = 0.550(AC.Ft) Total rainfall = 2.91(In) Flood volume = 7649.4 Cubic Feet Total soil loss = 23948.3 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.446(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- ---_-------- in 5 Minute intervals ((CFS)) � ---------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ------------------------------------------------------------------=---- 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0001 0.01 Q I I I I 0+15 0.0001 0.01 Q I I I I 0+20 0.0002 0.02 Q I I I I - 0+25 0.0004 0.02 Q I I I I 0+30 0.0005 0.02 Q I I I I 0+35 0.0007 0.03 Q I I I I 0+40 0.0009 0.03 Q I I I I 0+45 0.0011 0.03 4 I I I I 0+50 0.0013 0.03 Q I I I I 0+55 0.0015 0.03 Q I I I I 1+ 0 0.0017 0.03 Q I ` I I I 1+ 5 0.0019 0.03 Q I I I I 1+10 0.0022 0.03 Q I I I I 1+15 0.0024 0.03 Q I I I I , 1+20 0.0026 0.03 Q I I I I 1+25 0.0028 0.03 Q I I I I 1+30 0.0030 0.03 Q I I I I � 1+35 0.0031 0.03 Q I I I I 1+40 0.0033 0.03 Q I I I I 1+45 0.0035 0.03 Q I I I I 1+50 0.0037 0.03 Q I I I I 1+55 0.0039 0.03 Q I I I I 2+ 0 0.0042 0.03 Q I I I I 2+ 5 0.0044 0.03 QV I I I I � 2+10 0.0046 0.04 QV I I I I 2+15 0.0099 0.04 QV I I I I 2+20 0.0051 0.04 QV I I I I 7 � 2+25 0.0054 0.04 QV � I I I 2+30 0.0056 0.04 QV I I I I 2+35 0.0059 0.04 QV I I I I 2+90 0.0062 0.04 QV I I I I 2+45 0.0065 0.04 QV I I I I 2+50 0.0068 0.04 QV I I I I 2+55 0.0071 0.04 QV I I I I 3+ 0 0.0074 0.05 QV I I I I 3+.5 0.0077 0.05 QV I I I I 3+10 0.0080 0.05 QV I I I I � 3+15 0.0083 0.05 QV I I I I 3+20 0.0086 0.05 QV I I I I 3+25 0.0090 0.05 Q v I I I I 3+30 0.0093 0.05 Q V I I I I 3+35 0.0096 0.05 Q V I I I I 3+40 0.0099 0.05 Q V � I I I 3+45 0.0102 0.05 Q V � I I I 3+50 0.0105 0.05 Q V � I I I 3+55 0.0109 0.05 Q V I I ( I 4+ 0 0.0112 0.05 Q V I I I I 4+ 5 0.0116 0.05 Q V I I I I 4+10 0.0120 0.05 Q V I I I I 4+15 0.0123 0.05 Q V I I I I 4+20 0.0127 0.05 Q V I I I I 4+25 0.0131 0.06 Q V I I I I 4+30 0.0135 0.06 Q V I I I I 4+35 0.0140 0.06 Q V I I I I 4+40 0.0144 0.06 Q V I I I I 4+45 0.0148 0.06 Q V I I I I 4+50 0.0153 0.06 4 V I I I I � 4+55 0.0157 0.07 Q V I I I I 5+ 0 0.0162 0.07 Q V I I I I 5+ 5 0.0167 0.07 Q v I I I I 5+10 0.0172 0.07 Q V I I I I 5+15 0.0176 0.06 Q V I I I I 5+20 0.0180 0.06 Q V I I I I 5+25 0.0184 0.06 Q V � I I I 5+30 0.0188 0.06 4 V I I I I 5+35 0.0192 0.06 Q V I I I I 5+40 0.0197 0.07 Q V I I I I 5+45 0.0202 0.07 Q V I I I I 5+50 0.0207 0.07 Q V I I I I 5+55 0.0212 0.07 Q V I ( I I 6+ 0 0.0217 0.07 Q V � I I I 6+ 5 0.0222 0.07 Q V I I I I 6+10 0.0227 0.08 Q V I I I I 6+15 0.0232 0.08 Q v °I I I I 6+20 0.0238 0.08 Q V I I I I 6+25 0.0244 0.08 Q V I I I I 6+30 0.0249 0.08 Q V I I I I 6+35 0.0255 0.08 Q V I I I I 6+40 0.0261 0.09 Q V I I I I 6+45 0.0267 0.09 Q V I I I �I 6+50 0.0273 0.09 Q V I I I I 6+55 0.0279 0.09 Q V I I I I 7+ 0 0.0285 0.09 Q V I I I I 7+ 5 0.0292 0.09 4 V I I I I 7+10 0.0298 0.09 Q V I I I I 7+15 0.0304 0.09 Q V I I I I 7+20 0.0311 0.09 Q V I I ( I 7+25 0.0317 b.09 Q V I I I I � 7+30 0.0324 0.10 Q V I I I I 7+35 0.0331 0.10 Q V I I I I g • 7+40 0.0338 0.10 Q V I I I I 7+45 0.0345 0.11 Q V I I I I 7+50 0.0353 0.11 Q V I I I 1 7+55 0.0360 0.11 Q V I I I I 8+ 0 0.0368 0.12 Q v I I I I 8+ 5 0.0376 0.12 Q V I I I I 8+10 0.0385 0.12 Q V I I I I 8+15 0.0394 0.13 Q V I I I I 8+20 0.0403 0.13 Q VI I I I 8+25 0.0412 0.13 Q VI I I I 8+30 0.0422 0.14 Q VI I I I 8+35 0.0931 0.14 Q VI I I I 8+40 0.0441 0.14 Q V I I I 8+45 0.0451 0.14 Q V I I I 8+50 0.0461 0.14 Q V I I I 8+55 0.0471 0.15 Q V I I I 9+ 0 0.0481 0.15 Q V I I I g+ 5 0.0492 0.15 Q IV I I I 9+10 0.0503 0.16 Q IV I I I 9+15 0.0514 0.17 4 IU I I I g+20 0.0526 0.17 Q IV I I I 9+25 0.0538 0.17 Q I V I I I 9+30 0.0550 0.18 Q I V I I I 9+35 0.0563 0.18 Q I V I ( I 9+40 0.0576 0.18 Q I V I I I 9+45 0.0589 0.19 Q I V I ( I g+50 0.0602 0.19 4 I U I I I 9+55 0.0615 0.19 Q I V I I I 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0.04 Q I ( I U I 18+20 0.1640 0.04 Q I I I V I 18+25 0.1643 0.04 Q I I I U I 18+30 0.1645 0.04 Q I I I V I 18+35 0.1648 0.04 Q I I I V I 18+40 0.1650 0:03 Q I I I V I 18+45 0.1652 0.03 Q I I ( V I 18+50 0.1654 0.03 Q I I I V I 18+55 0.1656 0.03 Q I I I V I 19+ 0 0.1657 0.02 4 I I I V I 19+ 5 0.1659 0.02 Q I I I V I 19+10 0.1660 0.02 Q I I I V I 19+15 0.1662 0.03 Q I I I V I 19+20 0.1664 0.03 Q I I I V I 19+25 0.1666 0.03 Q I I I V I 19+30 0.1668 0.03 Q I I I V I 19+35 0.1671 0.03 Q I I I V I 19+40 0.1673 0.03 Q I I I V I 19+45 0.1675 0.03 Q I I I U I 19+50 0.1677 0.03 Q I I I V I 19+55 0.1679 0.02 Q I I I V I 20+ 0 0.1680 0.02 Q I I I V I 20+ 5 0.1682 0.02 Q I I I U I 20+10 0.1683 0.02 Q I I I U I 20+15 0.1685 0.03 Q I I I V I 20+20 0.1667 0.03 Q I I I U I 20+25 0.1688 0.03 Q I I I V I 20+30 0.1690 0.03 Q I I I U I 20+35 0.1692 0.03 Q I I I V I • 20+40 0.1694 0.03 Q I I I V I 20+45 0.1696 0:03 Q I I I V I 20+50 0.1698 0.03 Q I I I v I 20+55 0.1699 0.02 Q I I I V I 21+ 0 0.1701 0.02 Q I I I V I 21+ 5 0.1702 0.02 Q I I I V I 21+10 0.1704 0.02 Q I I I V I 21+15 0.1706 0.03 Q I I I V I 21+20 0.1707 0.03 Q I I I U I 21+25 0.1709 0.02 Q I I I V I 21+30 0.1710 0.02 Q I I I V I 21+35 0.1712 0.02 Q I I I UI 21+40 0.1713 0.02 Q I I I VI 21+45 0.1715 0.03 Q I I I VI 21+50 0.1717 0.03 Q I I I VI 21+55 0.1718 0.02 Q I I I VI 22+ 0 0.1720 0.02 Q I ' I I VI 22+ 5 0.1721 0.02 Q I I I vl 22+10 0.1723 0.02 Q I I I VI 22+15 0.1724 0.03 Q I I I UI 22+20 0.1726 0.03 Q I I I VI 22+25 0.1728 0.02 Q I I I UI 22+30 0.1729 0.02 Q I I I UI 22+35 0.1731 0.02 Q I I ( �I 22+40 0.1732 0.02 Q I I I VI 22+45 0.1733 0.02 Q I I I VI 22+50 0.1734 0.02 Q I I I �I 22+55 0.1736 0.02 Q I I I VI 23+ 0 0.1737 0.02 Q I I I VI � 23+ 5 0.1738 0.02 Q I I I UI � 23+10 0.1739 0.02 Q I I I �I 23+15 0.1741 0.02 Q I I I VI 23+20 0.1792 0.02 Q I I I VI 11 � 23+25 0.1743 0.02 Q I I I UI 23+30 0.1745 0.02 Q I I I VI 23+35 0.1746 0.02 Q I I I VI 23+40 0.1747 0.02 Q I I I VI 23+45 0.1748 0.02 Q I I I VI 23+50 0.1750 0.02 4 I I I VI 23+55 0.1751 0.02 Q I I I vl 24+ 0 0.1752 0.02 Q I I I VI 29+.5 0.1753 0.02 Q I I I VI 24+10 0.1754 0.01 Q I I I VI 24+15 0.1754 0.01 Q I I I VI 24+20 0.1755 0.00 Q I I I VI 24+25 0.1755 0.00 Q I I I VI 24+30 0.1755 0.00 Q I I I VI 24+35 0.1755 0.00 Q I I I VI 24+40 0.1755 0.00 Q I I I VI 24+45 0.1755 0.00 Q I I I UI 24+50 0.1755 0.00 Q I I I VI 24+55 0.1755 0.00 Q I I I VI 25+ 0 0.1755 0.00 Q I I I V ----------------------------------------------------------------------- � � 12 � s APPENDIX C .S: UNIT HYDROGRAPH ANALYSIS� AREA "E" s • � 2-YEAR, 24-HOUR � • U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 12/O1/08 File: AREAEP242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6045 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format TTM 30434 PROPOSED CONDITION HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 2-YEAR 24-HOUR STORM EVENT FILENAME: AREAEP242 -------------------------------------------------------------------- Drainage Area = 4.24(Ac.) = 0.007 Sq. Mi. • Drainage Area for Depth-Area Areal Adjustment = 4.24(Ac.) = 0.007 Sq. Mi. Length along longest watercourse = 1412.00(Ft.) Length along longest watercourse measured to centroid = 770.00(Ft.) Length along longest watercourse = 0.267 Mi. Length along longest watercourse measured to centroid = 0.146 Mi. Difference in elevation = 25.00(Ft.) Slope along watercourse = 93.4844 Ft./Mi. Average Manning's 'N' = 0.035 Lag time = 0.103 Hr. Lag time = 6.20 Min. 250 of lag time = 1.55 Min. 40°s of lag time = 2.48 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 4.24 1.80 7.63 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 4.24 4.50 19.08 � STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) 1 • Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 � Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious o 4.240 87.28 0.000 Total Area Entered = 4.24(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Areao F AMC2 AMC-1 (In/Hr) (Dec.°s) (In/Hr) (Dec.) (In/Hr) 87.3 73.6 0.319 0.000 0.319 1.000 0.319 Stun (F) = 0.319 Area averaged mean soil loss (F) (In/Hr) = 0.319 Minimum soil loss rate ((In/Hr)) = 0.159 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve Unit Hydrograph Data Unit time period Time o of lag Distribution Unit Hydrograph (hrs) Graph � (CFS) --------------------------------------------------------------------- 1 0.083 80.608 9.136 0.390 2 0.167 161.216 48.760 2.084 • 3 0.250 241.824 24.247 1.036 4 0.333 322.432 9.659 0.413 5 0.417 403.040 4.811 0.206 6 0.500 483.648 1.794 0.077 7 0.583 564.256 0.734 0.031 8 0.667 644.864 0.547 0.023 9 0.750 725.472 0.313 0.013 Sum = 100.000 Sum= 4.273 ----------------------------------------------------------------------- Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.014 0.565 0.013 0.00 2 0.17 0.07 0.014 0.563 0.013 0.00 3 0.25 0.07 0.014 0.561 0.013 0.00 4 0.33 0.10 0.022 0.559 0.019 0.00 5 0.42 0.10 0.022 0.557 0.019 0.00 6 0.50 0.10 0.022 0.555 0.019 0.00 7 0.58 0.10 0.022 0.552 0.019 0.00 8 0.67 0.10 0.022 0.550 0.019 0.00 9 0.75 0.10 0.022 0.548 0.019 0.00 � 10 0.83 0.13 0.029 0.546 0.026 0.00 11 0.92 0.13 0.029 0.544 0.026 0.00 12 1.00 0.13 0.029 0.542 0.026 0.00 13 1.08 0.10 0.022 0.539 0.019 0.00 14 1.17 0.10 0.022 0.537 0.019 0.00 15 1.25 0.10 0.022 0.535 0.019 0.00 16 1.33 0.10 0.022 0.533 0.019 0.00 17 1.42 0.10 0.022 0.531 0.019 0.00 • 18 1.50 0.10 0.022 0.529 0.019 0.00 19 1.58 0.10 0.022 0.527 0.019 0.00 2 � 20 1.67 0.10 0.022 0.525 0.019 0.00 21 1.75 0.10 0.022 0.522 0.019 0.00 22 1.83 0.13 0.029 0.520 0.026 0.00 23 1.92 0.13 0.029 0.518 0.026 0.00 24 2.00 0.13 0.029 0.516 0.026 0.00 25 2.08 0.13 0.029 0.514 0.026 0.00 26 2.17 0.13 0.029 0.512 0.026 0.00 27 2.25 0.13 0.029 0.510 0.026 0.00 28 2.33 0.13 0.029 0.508 0.026 0.00 29 2.42 0.13 0.029 0.506 0.026 0.00 30 2.50 0:13 0.029 0.504 0.026 0.00 31 2.58 0.17 0.036 0.502 0.032 0.00 32 2.67 0.17 0.036 0.500 0.032 0.00 33 2.75 0.17 0.036 0.498 0.032 0.00 34 2.83 0.17 0.036 0.496 0.032 0.00 35 2.92 0.17 0.036 0.493 0.032 0.00 36 3.00 0.17 0.036 0.491 0.032 0.00 37 3.08 0.17 0.036 0.489 0.032 0.00 38 3.17 0.17 0.036 0.987 0.032 0.00 39 3.25 0.17 0.036 0.485 0.032 0.00 40 3.33 0.17 0.036 0.483 0.032 0.00 41 3.42 0.17 0.036 0.481 0.032 0.00 42 3.50 0.17 0.036 0.479 0.032 0.00 93 3.58 0.17 0.036 0.477 0.032 0.00 44 3.67 0.17 0.036 0.475 0.032 0.00 45 3.75 0.17 0.036 0.973 0.032 0.00 46 3.83 0.20 0.043 0.471 0.039 0.00 47 3.92 0.20 0.043 0.469 0.039 0.00 48 4.00 0.20 0.043 0.467 0.039 0.00 49 4.08 0.20 0.043 0.465 0.039 0.00 • 50 4.17 0.20 0.043 0.463 0.039 0.00 51 4.25 0.20 0.043 0.461 0.039 0.00 52 4.33 0.23 0.050 0.959 0.095 0.01 53 4.42 0.23 0.050 0.457 0.045 0.01 54 4.50 0.23 0.050 0.455 0.045 0.01 55 4.58 0.23 0.050 0.459 0.045 0.01 56 4.67 0.23 0.050 0.452 0.045 0.01 57 4.75 0.23 0.050 0.950 0.045 0.01 58 4.83 0.27 0.058 0.448 0.052 0.01 59 4.92 0.27 0.058 0.446 0.052 0.01 60 5.00 0.27 0.058 0.444 0.052 0.01 61 5.08 0.20 0.043 0.492 0.039 0.00 62 5.17 0.20 0.043 0.440 0.039 0.00 63 5.25 0.20 0.043 0.438 0.039 0.00 64 5.33 0.23 0.050 0.436 0.045 0.01 65 5.42 0.23 0.050 0.434 0.045 0.01 66 5.50 0.23 0.050 0.432 0.045 0.01 67 5.58 0.27 0.058 0.930 0.052 0.01 68 5.67 0.27 0.058 0.429 0.052 0.01 69 5.75 0.27 0.058 0.427 0.052 0.01 70 5.83 0.27 0.058 0.425 0.052 0.01 71 5.92 0.27 0.058 0.423 0.052 0.01 72 6.00 0.27 0.058 0.421 0.052 0.01 73 6.08 0.30 0.065 0.419 0.058 0.01 74 6.17 0.30 0.065 0.417 0.058 0.01 75 6.25 0.30 0.065 0.415 0.058 0.01 76 6.33 0.30 0.065 0.414 0.058 0.01 77 6.42 0.30 0.065 0.412 0.058 0.01 78 6.50 0.30 0.065 0.410 0.058 0.01 79 6.58 0.33 0.072 0.408 0.065 0.01 • 80 6.67 0.33 0.072 0.406 0.065 0.01 81 6.75 0.33 0.072 0.404 0.065 0.01 82 6.83 0.33 0.072 0.403 0.065 0.01 3 83 6.92 0.33 0.072 0.401 0.065 0.01 O 84 7.00 0.33 0.072 0.399 0.065 0.01 85 7.08 0.33 0.072 0.397 0.065 0.01 86 7.17 0.33 0.072 0.395 0.065 0.01 87 7.25 0.33 0.072 0.393 0.065 0.01 88 7.33 0.37 0.079 0.392 0.071 0.01 89 7.42 0.37 0.079 0.390 0.071 0.01 90 7.50 0.37 0.079 0.388 0.071 0.01 91 7.58 0.40 0.086 0.386 0.078 0.01 92 7.67 0.40 0.086 0.385 0.078 0.01 93 7.75 0.40 0.086 0.383 0.078 0.01 94 7.83 0.43 0.094 0.381 0.084 0.01 95 7.92 0.43 0.094 0.379 0.084 0.01 96 8.00 0.43 0.094 0.377 0.084 0.01 � 97 8.08 0.50 0.108 0.376 0.097 0.01 98 8.17 0.50 0.108 0.374 0.097 0.01 99 8.25 0.50 0.108 0.372 0.097 0.01 100 8.33 0.50 0.108 0.370 0.097 0.01 101 8.42 0.50 0.108 0.369 0.097 0.01 102 8.50 0.50 0.108 0.367 0.097 0.01 103 8.58 0.53 0.115 0.365 0.104 0.01 104 8.67 0.53 0.115 0.364 0.104 0.01 105 8.75 0.53 0.115 0.362 0.104 0.01 106 8.83 0.57 0.122 0.360 0.110 0.01 107 8.92 0.57 0.122 0.358 0.110 0.01 108 9.00 0.57 0.122 0.357 0.110 0.01 109 9.08 0.63 0.137 0.355 0.123 0.01 110 9.17 0.63 0.137 0.353 0.123 0.01 111 9.25 0.63 0.137 0.352 0.123 0.01 112 9.33 0.67 0.144 0.350 0.130 0.01 113 9.42 0.67 0.144 0.348 0.130 0.01 • 114 9.50 0.67 0.149 0.347 0.130 0.01 115 9.58 0.70 0.151 0.345 0.136 0.02 116 9.67 0.70 0.151 0.343 0.136 0.02 117 9.75 0.70 0.151 0.342 0.136 0.02 118 9.83 0.73 0.158 0.340 0.143 0.02 119 9.92 0.73 0.158 0.338 0.143 0.02 120 10.00 0.73 0.158 0.337 0.143 0.02 121 10.08 0.50 0.108 0.335 0.097 0.01 122 10.17 0.50 0.108 0.334 0.097 0.01 123 10.25 0.50 0.108 0.332 0.097 0.01 124 10.33 0.50 0.108 0.330 0.097 0.01 125 10.42 0.50 0.108 0.329 0.097 0.01 126 10.50 0.50 0.108 0.327 0.097 0.01 127 10.58 0.67 0.144 0.326 0.130 0.01 128 10.67 0.67 0.144 0.324 0.130 0.01 129 10.75 0.67 0.144 0.322 0.130 0.01 130 10.83 0.67 0.144 0.321 0.130 0.01 131 10.92 0.67 0.144 0.319 0.130 0.01 132 11.00 0.67 0.144 0.318 0.130 0.01 133 11.08 0.63 0.137 0.316 0.123 0.01 134 11.17 0.63 0.137 0.315 0.123 0.01 135 11.25 0.63 0.137 0.313 0.123 0.01 136 11.33 0.63 0.137 0.311 0.123 0.01 137 11.42 0.63 0.137 0.310 0.123 0.01 138 11.50 0.63 0.137 0.308 0.123 0.01 139 11.58 0.57 0.122 0.307 0.110 0.01 140 11.67 0.57 0.122 0.305 0.110 0.01 141 11.75 0.57 0.122 0.304 0.110 0.01 142 11.83 0.60 0.130 0.302 0.117 0.01 143 11.92 0.60 0.130 0.301 0.117 0.01 • 144 12.00 0.60 0.130 0.299 0.117 0.01 145 12.08 0.83 0.180 0.298 0.162 0.02 4 • 146 12.17 0.83 0.180 0.296 0.162 0.02 147 12.25 0.83 0.180 0.295 0.162 0.02 148 12.33 0.87 0.187 0.293 0.168 0.02 149 12.42 0.87 0.187 0.292 0.168 0.02 150 12.50 0.87 0.187 0.290 0.168 0.02 151 12.58 0.93 0.202 0.289 0.161 0.02 152 12.67 0.93 0.202 0.287 0.181 0.02 153 12.75 0.93 0.202 0.286 0.181 0.02 154 12.83 0.97 0.209 0.285 0.188 0.02 155 12.92 0.97 0.209 0.283 O.1B8 0.02 156 13.00 0.97 0.209 0.282 0.188 0.02 157 13.08 1.13 0.245 0.280 0.220 0.02 158 13.17 1.13 0.245 0.279 0.220 0.02 159 13.25 1.13 0.245 0.277 0.220 0.02 160 13.33 1:13 0.245 0.276 0.220 0.02 161 13.42 1.13.' 0.245 0.275 0.220 0.02 162 13.50 1.13 0.245 0.273 0.220 0.02 163 13.58 0.77 0.166 0.272 0.149 0.02 164 13.67 0.77 0.166 0.270 0.149 0.02 165 13.75 0.77 0.166 0.269 0.149 0.02 166 13.83 0.77 0.166 0.268 0.149 0.02 167 13.92 0.77 0.166 0.266 0.149 0.02 168 14.00 0.77 0.166 0.265 0.149 0.02 169 14.08 0.90 0.194 0.264 0.175 0.02 170 14.17 0.90 0.194 0.262 0.175 0.02 171 19.25 0.90 0.194 0.261 0.175 0.02 172 14.33 0.87 0.187 0.260 0.168 0.02 173 14.42 0.87 0.187 0.258 0.168 0.02 174 14.50 0.87 0.187 0.257 0.168 0.02 175 14.58 0.87 0.187 0.256 0.168 0.02 176 14.67 0.B7 0.187 0.254 0.168 0.02 • 177 14.75 0.87 0:187 0.253 0.168 0.02 178 14.83 0.83 0.180 0.252 0.162 0.02 179 14.92 0.83 0.180 0.250 0.162 0.02 180 15.00 0.83 0.180 0.249 0.162 0.02 181 15.08 0.80 0.173 0.248 0.156 0.02 182 15.17 0.80 0.173 0.247 0.156 0.02 183 15.25 0.80 0.173 0.245 0.156 0.02 184 15.33 0.77 0.166 0.244 0.149 0.02 185 15.42 0.77 0.166 0.243 0.149 0.02 186 15.50 0.77 0.166 0.242 0.149 0.02 187 15.58 0.63 0.137 0.240 0.123 0.01 188 15.67 0.63 0.137 0.239 0.123 0.01 189 15.75 0.63 0.137 0.238 0.123 0.01 190 15.83 0.63 0.137 0.237 0.123 0.01 191 15.92 0.63 0.137 0.235 0.123 0.01 192 16.00 0.63 0.137 0.234 0:123 0.01 193 16.08 0.13 0.029 0.233 0.026 0.00 194 16.17 0.13 0.029 0.232 0.026 0.00 195 16.25 0.13 0.029 0.231 0.026 0.00 196 16.33 0.13 0.029 0.229 0.026 0.00 197 16.42 0.13 0.029 0.228 0.026 0.00 198 16.50 0.13 0.029 0.227 0.026 0.00 199 16.58 0.10 0.022 0.226 0.019 0.00 200 16.67 0.10 0.022 0.225 0.019 0.00 201 16.75 0.10 0.022 0.224 0.019 0.00 202 16.83 0.10 0.022 0.223 0.019 0.00 203 16.92 0.10 0.022 0.221 0.019 0.00 204 17.00 0.10 0.022 0.220 0.019 0.00 205 17.08 0.17 0.036 0.219 0.032 0.00 • 206 17.17 0.17 0.036 0.218 0.032 0.00 207 17.25 0.17 0.036 0.217 0.032 0.00 208 17.33 0.17 0.036 0.216 0.032 0.00 5 • 209 17.42 0.17 0.036 0.215 0.032 0.00 210 17.50. 0.17 0.036 0.214 0.032 0.00 211 17.58 0.17 0.036 0.213 0.032 0.00 212 17.67 0.17 0.036 0.212 0.032 0.00 213 17.75 0.17 0.036 0.211 0.032 0.00 219 17.83 0.13 0.029 0.210 0.026 0.00 215 17.92 0.13 0.029 0.208 0.026 0.00 216 18.00 0.13 0.029 0.207 0.026 0.00 217 18.08 0.13 0.029 0.206 0.026 0.00 218 18.17 0.13 0.029 0.205 0.026 0.00 219 18.25 0.13 0.029 0.204 0.026 0.00 220 18.33 0.13 0.029 0.203 0.026 0.00 221 18.92 0.13 0.029 0.202 0.026 0.00 222 18.50 0.13 0.029 0.201 0.026 0.00 223 18.58 0.10 0.022 0.200 0.019 0.00 224 18.67 0.10 0.022 0.200 0.019 0.00 225 18.75 0.10 0.022 0.199 0.019 0.00 226 18.83 0.07 0.014 0.198 0.013 0.00 227 18.92 0.07 0.014 0.197 0.013 0.00 228 19.00 0.07 0.014 0.196 0.013 0.00 229 19.08 0.10 0.022 0.195 0:019 0.00 230 19.17 0.10 0.022 0.194 0.019 0.00 231 19.25 0.10 0.022 0.193 0.019 0.00 232 19.33 0.13 0.029 0.192 0.026 0.00 233 19.42 0.13 0.029 0.191 0.026 0.00 234 19.50 0.13 0.029 0.190 0.026 0.00 235 19.58 0.10 0.022 0.189 0.019 0.00 236 19.67 0.10 0.022 0.189 0.019 0.00 237 19.75 0.10 0.022 0.188 0.019 0.00 238 19.83 0.07 0.014 0.187 0.013 0.00 239 19.92 0.07 0.014 0.186 0.013 0.00 • 240 20.00 0.07 0.014 0.185 0.013 0.00 241 20.08 0.10 0.022 0.184 0.019 0.00 242 20.17 0.10 0.022 0.184 0.019 0.00 293 20.25 0.10 0.022 0.183 0.019 0.00 244 20.33 0.10 0.022 0.182 0.019 0.00 245 20.42 0.10 0.022 0.181 0.019 0.00 246 20.50 0.10 0.022 0.180 0.019 0.00 247 20.58 0.10 0.022 0.180 0.019 0.00 248 20.67 0.10 0.022 0.179 0.019 0.00 249 20.75 0.10 0.022 0.178 0.019 0.00 250 20.83 0.07 0.014 0.177 0.013 0.00 251 20.92 0.07 0.014 0.177 0.013 0.00 252 21.00 0.07 0.014 0.176 0.013 0.00 253 21.08 0.10 0.022 0.175 0.019 0.00 254 21.17 0.10 0.022 0.175 0.019 0.00 255 21.25 0.10 0.022 0.174 0.019 0.00 256 21.33 0.07 0.014 0.173 0.013 0.00 257 21.42 0.07 0.014 0.173 0.013 0.00 258 21.50 0.07 0.014 0.172 0.013 0.00 259 21.58 0.10 0.022 0.171 0.019 0.00 260 21.67 0.10 0.022 0.171 0.019 0.00 261 21.75 0.10 0.022 0.170 0.019 0.00 � 262 21.83 0.07 0.014 0.170 0.013 0.00 263 21.92 0.07 0.014 0.169 0.013 0.00 264 22.00 0.07 0.014 0.168 0.013 0.00 265 22.08 0.10 0.022 0.168 0.019 0.00 266 22.17 0.10 0.022 0.167 0.019 0.00 267 22.25 0.10 0.022 0.167 0.019 0.00 268 22.33 0.07 0.014 0.166 0.013 0.00 269 22.42 0.07 0.014 0.166 0.013 0.00 . 270 22.50 0.07 0.014 0.165 0.013 0.00 271 22.58 0.07 0.014 0.165 0.013 0.00 6 • 272 22.67 0.07 0.014 0.164 0.013 0.00 273 22.75 0.07 0.014 0.164 0.013 0.00 274 22.83 0.07 0.014 0.163 0.013 0.00 275 22.92 0.07 0.014 0.163 0.013 0.00 276 23.00 0.07 0.014 0.163 0.013 0.00 277 23.08 0.07 0.014 0.162 0.013 0.00 278 23.17 0.07 0.014 0.162 0.013 0.00 � 279 23.25 0.07 0.014 0.162 0.013 0.00 280 23.33 0.07 0.014 0.161 0.013 0.00 281 23.42 0.07 0.019 0.161 0.013 0.00 282 23.50 0.07 0.014 0.161 0.013 0.00 283 23.58 0.07 0.014 0.160 0.013 0.00 284 23.67 0.07 0.014 0.160 0.013 0.00 285 23.75 0.07 0.014 0.160 0.013 0.00 286 23.83 0.07 0.014 0.160 0.013 0.00 287 23.92 0.07 0.014 0.160 0.013 0.00 288 24.00 0.07 0.014 0.159 0.013 0.00 Sum = 100.0 Sum = Z•2 Flood volume = Effective rainfall 0.18(In) times area 4.2(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft) Total soil loss = 1.62(In) Total soil loss = 0.572(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 2770.4 Cubic Feet Total soil loss = 29933.5 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.104(CFS) -------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H 0 U R S T O R M R u n o f f H y d r o g r a p h • --------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) -------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0000 0.00 Q I I I I 0+15 0.0001 0.01 Q I I I I 0+20 0.0001 0.01 Q I I I I 0+25 0.0002 0.01 Q I I I I 0+30 0.0002 0.01 Q I I I I 0+35 0.0003 0.01 Q I I I I 0+40 0.0003 0.01 Q I I I I 0+45 0.0004 0.01 Q I I I I 0+50 0.0005 0.01 Q I I I I 0+55 0.0005 0.01 Q I I I I 1+ 0 0.0006 0.01 Q I I I I 1+ 5 0.0007 0.01 Q I I I I 1+10 0.0008 0.01 Q I I I I 1+15 0.0008 0.01 Q I I I I 1+20 0.0009 0.01 Q I I I I 1+25 0.0010 0.01 Q I I I I 1+30 0.0010 0.01 Q I I I I 1+35 0.0011 0.01 Q I I I I 1+40 0.0012 0.01 4 I I I I 1+45 0.0012 0.01 Q I I I I 1+50 0.0013 0.01 Q I I I I 1+55 0.0014 0.01 Q I I I I 2+ 0 0.0015 0.01 Q I I I I 0 2+ 5 0.0015 0.01 Q I I I I 2+10 0.0016 0.01 QV I I I I 7 2+15 0.0017 0.01 QV I I I I � 2+20 0.0018 0.01 QV I I I I 2+25 0.0019 0.01 QV I I I I 2+30 0.0020 0.01 QV I I I I 2+35 0.0020 0.01 QV I I I I 2+40 0.0021 0.01 QV I I I I 2+45 0.0022 0.01 QV I I I I 2+50 0.0023 0.02 QV I I I I 2+55 0.0025 0.02 QV I I I I 3+ 0 0.0026 0.02 QV I I I I 3+ 5 0.0027 0.02 QV I I I I 3+10 0.0028 0.02 QV I I I I 3+15 0.0029 0.02 QV I I I I 3+20 0.0030 0.02 QV I I I I 3+25 0.0031 0.02 QV I I I I 3+30 0.0032 0.02 Q V I I I I 3+35 0.0033 0.02 Q V I I. I I 3+40 0.0034 0.02 Q V I I I I 3+45 0.0035 0.02 4 V I I I I 3+50 0.0036 0.02 Q v I I I I 3+55 0.0037 0.02 Q V I I I I 4+ 0 0.0039 0.02 Q V I I I I 4+ 5 0.0040 0.02 Q V I I I I 4+10 0.0041 0.02 Q V I I I I 4+15 0.0042 0.02 Q V I I I I 4+20 0.0044 0.02 Q V I I I I 4+25 0.0045 0.02 Q V I I I I 4+30 0.0047 0.02 Q V I I I I 4+35 0.0048 0.02 Q V I I I I 4+40 0.0049 0.02 Q V I I I I 4+45 0.0051 0.02 Q V I I I I � 4+50 0.0052 0.02 Q V I I I I 4+55 0.0054 0:02 Q V I I I I 5+ 0 0.0056 0.02 Q V I I I I 5+ 5 0.0057 0.02 Q V I I I I 5+10 0.0059 0.02 Q V I I I I 5+15 0.0060 0.02 Q V � I I I 5+20 0.0061 0.02 Q V I I I I 5+25 0.0063 0.02 Q V � I I I 5+30 0.0064 0.02 Q V I I I I 5+35 0.0066 0.02 Q V I I I I 5+40 0.0067 0.02 Q V I I I I 5+45 0.0069 0.02 Q V I I I I 5+50 0.0071 0.02 Q V I I I I 5+55 0.0072 0.02 Q V I I I I 6+ 0 0.0074 0.02 Q V I I I I 6+ 5 0.0076 0.02 Q V I I I I 6+10 0.0078 0.03 Q V � I I I 6+15 0.0080 0.03 Q V I I I I 6+20 0.0081 0.03 Q V I I I I 6+25 0.0083 0.03 Q V I I I I 6+30 0.0085 0.03 Q V I I I I 6+35 0.0087 0.03 Q V I I I I 6+40 0.0089 0.03 Q V I I I I 6+45 0.0091 0.03 4 V I I I I 6+50 0.0093 0.03 Q V I I I I 6+55 0.0096 0.03 Q V I I I I 7+ 0 0.0098 0.03 Q V I I I I 7+ 5 0.0100 0.03 Q V I I I I 7+10 0.0102 0.03 Q V I I I I 7+15 0.0104 0.03 Q V I I I I • 7+20 0.0106 0.03 Q V I I I I 7+25 0.0108 0.03 Q V I I I I g . 7+30 0.0111 0.03 Q V I I I I 7+35 0.0113 0.03 4 V I I I I 7+40 0.0115 0.09 Q V I I I I 7+45 0.0118 0.04 Q V I I I I 7+50 0.0120 0.04 Q V I I I I 7+55 0.0123 0.04 Q V I I I I 8+ 0 0.0126 0.04 Q V I I I I 8+ 5 0.0129 0.04 Q V I I I I 8+10 0.0132 0.04 Q V I I I I 8+15 0.0135 0.05 Q V I I I I 8+20 0.0138 0.05 Q V I I I I 8+25 0.0141 0.05 Q V I I I I 8+30 0.0144 0.05 Q VI I I I 8+35 0.0147 0.05 Q VI I I I 8+40 0.0151 0.05 Q VI I I I 8+45 0.0154 0.05 Q VI I I I 8+50 0.0157 0.05 Q VI I I I 8+55 0.0161 0.05 Q V I I I 9+ 0 0.0165 0.05 Q V I I I 9+ 5 0.0168 0.05 Q V I I I g+10 0.0172 0.06 Q V I I I 9+15 0.0176 0.06 Q IU I I I 9+20 0.0180 0.06 Q IU I I I 9+25 0.0184 0.06 Q IV I I I g+30 0.0188 0.06 Q IV I I I 9+35 0.0193 0.06 Q I V I I I g+90 0.0197 0.06 Q I V I I I � 9+95 0.0201 0.06 Q ( V I I I 9+50 0.0206 0.06 Q I V I I I 9+55 0.0210 0.07 Q I V I I I e 10+ 0 0.0215 0.07 Q I V I I I 10+ 5 0.0219 0:07 Q I U I I I 10+10 0.0223 0.06 Q I V I I I 10+15 0.0227 0.05 Q I V I I I 10+20 0.0230 0.05 Q I V I I I 10+25 0.0233 0.05 Q. I U I I I 10+30 0.0236 0.05 Q I V I I I 10+35 0.0240 0.05 Q I V I I I 10+40 0.0243 0.06 Q I V � I I 10+45 0.0248 0.06 Q I V I I ( 10+50 0.0252 0.06 Q I U I I I 10+55 0.0256 0.06 Q I V I I I 11+ 0 0.0260 0.06 Q I V I I I 11+ 5 0.0264 0.06 Q I V I I I 11+10 0.0268 0.06 Q I V I I I 11+15 0.0273 0.06 Q I V I I I 11+20 0.0277 0.06 Q I V" I I I 11+25 0.0281 0.06 Q I V I I I 11+30 0.0285 0.06 Q I V I I I 11+35 0.0289 0.06 Q I V I I I 11+40 0.0292 0.05 Q I V I I I 11+45 0.0296 0.05 Q I V I I I 11+50 0.0300 0.05 Q I V I I I 11+55 0.0303 0.05 Q I VI I I 12+ 0 0.0307 0.05 Q I VI I I 12+ 5 0.0311 0.06 Q � VI I I 12+10 0.0316 0.07 Q I VI I I 12+15 0.0321 0.07 Q I V I I 12+20 0.0326 0.08 Q I V I I 12+25 0.0331 0.08 Q I V I I 12+30 0.0337 0.08 Q I IV I I � 12+35 0.0342 0.08 Q I IV I I 12+40 0.0348 0.08 Q I IV I I 9 � � 12+45 0.0354 0.09 Q I I V I I 12+50 0.0360 0.09 Q � I V I I 12+55 0.0366 0.09 Q I I V I I 13+ 0 0.0372 0.09 Q I I V I I 13+ 5 0.0378 0.09 Q I I V I I 13+10 0.0385 0.10 Q I I V I I 13+15 0.0392 0.10 Q I I V I I 13+20 0.0399 0.10 Q I I V I I 13+25 0.0406 0.10 Q � � V I I 13+30 0.0414 0.10 Q I I V I I � 13+35 0.0421 0.10 Q I I V I I 13+40 0.0426 0.09 Q I I V I I 13+45 0.0432 0.08 Q I I V I I 13+50 0.0437 0.07 Q I I V I I 13+55 0.0442 0.07 Q I I U I I 14+ 0 0.0447 0.07 Q I I V I I 14+ 5 0.0452 0.07 4 I I V I I 14+10 0.0457 0.08 Q I I V I I 14+15 0.0963 0.08 Q I I VI I 14+20 0.0468 0.08 Q I I VI I 14+25 0.0474 0.08 Q I I VI I 14+30 0.0479 0.08 Q I I U I 14+35 0.0485 0.08 Q I I V I 14+40 0.0490 0.08 Q I I U I 14+45 0.0496 0.08 Q I I IU I 14+50 0.0501 0.08 4 I I IU I 14+55 0.0507 0.08 Q I I IU I 15+ 0 0.0512 0.08 Q I I I V I 15+ 5 0.0517 0.08 Q I I I V I 15+10 0.0523 0.08 Q I I I V I 15+15 0.0528 0.07 Q I I I V I � 15+20 0.0533 0.07 Q I I I V I 15+25 0.0538 0.07 Q I I I V I 15+30 0.0543 0.07 Q I I I V I 15+35 0.0548 0.07 Q I I I V I 15+40 0.0552 0.06 Q I I I V I 15+45 0.0556 0.06 Q I I I V I 15+50 0.0560 0.06 Q I I I V I 15+55 0.0564 0.06 Q I I I V I 16+ 0 0.0568 0.06 Q I I I V I 16+ 5 0.0572 0.05 Q I I I V I 16+10 0.0574 0.03 Q I I I V I 16+15 0.0576 0.02 Q I I I V I 16+20 0.0577 0.02 Q I I I V I 16+25 0.0578 0.01 Q I I I V I 16+30 0.0579 0.01 Q I I I V I 16+35 0.0579 0.01 Q 'I I I V I 16+40 0.0580 0.01 Q I I I V I 16+45 0.0581 0.01 Q I I I V I 16+50 0.0582 0.01 Q I I I V I 16+55 0.0582 0.01 Q I I I U I 17+ 0 0.0583 0.01 Q I I I V I 17+ 5 0.0583 0.01 Q I I I V 1 17+10 0.0584 0.01 Q I I I V I 17+15 0.0585 0.01 Q I I I V I 17+20 0.0586 0.01 Q I I I V I 17+25 0.0587 0.02 4 I I I V I 17+30 0.0588 0.02 Q I I I V I 17+35 0.0590 0.02 Q I I I V I 17+40 0.0591 0.02 Q I I I V I � 17+45 0.0592 0.02 Q I I I V I 17+50 0.0593 0.02 Q I I I V I 17+55 0.0594 0.01 Q I I I V I 10 • 18+ 0 0.0594 0.01 Q I I I V I 18+ 5 0.0595 0.01 Q I I I V I 18+10 0.0596 0.01 Q I I I V I 18+15 0.0597 0.01 Q I I I V I 18+20 0.0598 0.01 Q I I I V I 18+25 0.0599 0.01 Q I I I U( 18+30 0.0600 0.01 Q I I I U I 18+35 0.0600 0.01 Q I I I V I 18+40 0.0601 0.01 Q I I I V I 18+45 0.0602 0.01 Q I I I V I 18+50 0.0602 0.01 Q I I I V I 18+55 0.0603 0.01 Q I I I U I ` 19+ 0 0.0603 0.01 Q I I I V I 19+ 5 0.0604 0.01 Q I I I v I 19+10 0.0604 0.01 Q I I I V I 19+15 0.0605 0.01 Q I I I V I 19+20 0.0606 0.01 Q I I I U I 19+25 0.0606 0.01 Q I I I V I 19+30 0.0607 0.01 Q I I I V I 19+35 0.0608 0.01 Q I I I V I 19+40 0.0609 0.01 Q I I I V I 19+45 0.0609 0.01 Q I I I V I 19+50 0.0610 0.01 Q I I I V I 19+55 0.0611 0.01 Q I I I V I 20+ 0 0.0611 0.01 Q I I I V I 20+ 5 0.0612 0.01 Q I I I V I 20+10 0.0612 0.01 Q I I I V I 20+15 0.0613 0.01 Q I I I V I 20+20 0.0613 0.01 Q I I I V I 20+25 0.0614 0.01 Q I I I V I • 20+30 0.0615 0.01 Q I I I V I 20+35 0.0615 0.01 Q I I I V I 20+40 0.0616 0.01 Q I I I V I 20+95 0.0617 0.01 Q I I I V I 20+50 0.0617 0.01 Q I I I V I 20+55 0.0618 0.01 Q I I I V I 21+ 0 0.0618 0.01 Q I I I U I 21+ S 0.0619 0.01 Q I I I U I � 21+10 0.0619 0.01 Q I I I U I 21+15 0.0620 0.01 Q I I I U I 21+20 0.0620 0.01 Q I I I VI 21+25 0.0621 0.01 Q I I I VI 21+30 0.0621 0.01 Q I I I VI 21+35 0.0622 0.01 Q I I I VI 21+40 0.0622 0.01 Q I I I VI 21+45 0.0623 0.01 Q I I I UI 21+50 0.0623 0.01 Q I I I VI 21+55 0.0624 0.01 Q I I I VI 22+ 0 0.0624 0.01 Q I I I VI 22+ 5 0.0625 0.01 Q I I I VI 22+10 0.0625 0.01 Q ( I I VI 22+15 0.0626 0.01 Q I I I VI 22+20 0.0627 0.01 Q I I I UI 22+25 0.0627 0.01 Q I I I VI 22+30 0.0628 0.01 Q I I I UI 22+35 0.0628 0.01 Q I I I VI 22+40 0.0629 0.01 Q I I I VI 22+45 0.0629 0.01 Q I I I UI 22+50 0.0629 0.01 Q I I I UI 22+55 0.0630 0.01 Q I I I VI � 23+ 0 0.0630 0.01 Q I I I UI 23+ 5 0.0631 0.01 Q I I ( UI 23+10 0.0631 0.01 Q I I I VI 11 23+15 0.0631 0.01 Q I I I VI • 23+20 0.0632 0.01 Q I I I VI 23+25 0.0632 0.01 Q I I I VI 23+30 0.0633 0.01 Q I I I VI 23+35 0.0633 0.01 Q I I I VI 23+40 0.0634 0.01 Q I I I VI 23+45 0.0634 0.01 Q I I I VI 23+50 0.0634 0.01 Q I I I VI 23+55 0.0635 0.01 Q I I I VI 24+ 0 0.0635 0.01 Q I I I VI 24+ 5 0.0636 0.01 Q. I I I VI 24+10 0.0636 0.00 Q I I I UI 24+15 0.0636 0.00 4 I I I VI 24+20 0.0636 0.00 Q I I I VI 24+25 0.0636 0.00 Q I I I VI 24+30 0.0636 0.00 Q I I I VI 29+35 0.0636 0.00 Q I I. I VI 24+40 0.0636 0.00 Q I I I V � � 12. � � lO-YEAR� 24-HOUR � � � U n i t H y d r o g r a p h A n a 1 y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2002, Version 6.1 Study date 12/04/08 File: AREAEP2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 TRI-8 Builders - S/N 615 English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 30434 PROPOSED CONDITION HYDROLOGY UNIT HYDROGRAPH ANALYSIS, 10-YEAR 24-HOUR STORM EVENT FILENAME: AREAEP2410 -------------------------------------------------------------------- Drainage Area = 4.24(Ac.) = 0.007 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 4.24(Ac.) = 0.00� Sq. � Mi. Length along longest watercourse = 1412.00(Ft.) Length along longest watercourse measured to centroid = 770.00(Ft.) Length along longest watercourse = 0.267 Mi. Length along longest watercourse measured to centroid = 0.146 Mi. Difference in elevation = 25.00(Ft.) Slope along watercourse = 93.4844 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.089 Hr. Lag time = 5.32 Min. 250 of lag time = 1.33 Min. 40% of lag time = 2.13 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2J 4.24 1.80 7.63 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 4.24 4.50 19.08 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) � Area Averaged 100-Year Rainfall = 4.500(In) 1 Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 0 Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious o 4.240 87.28 0.000 Total Area Entered = 4.24(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area$ F AMC2 AMC-2 (In/Hr) (Dec.o) (In/Hr) (Dec.) (In/Hr) 87.3 87.3 0.161 0.000 0.161 1.000 0.161 Sum (F) = 0.161 Area averaged mean soil loss (F) (In/Hr) = 0.161 Minimum soil loss rate ((In/Hr)) = 0.081 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------------------------------------------------- U n i t H y d r o g r a p h FOOTHILL S-Curve -------------------------------------------------------------------- Unit Hydrograph Data ------------ ---------- - -------------------------------- -------- -- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) 1 0.083 94.043 12.419 0.531 2 0.167 188.085 54.776 2.341 � 3 0.250 282.128 19.678 0.841 4 0.333 376.171 8.114 0.347 5 0.417 470.213 3.139 0.134 6 0.500 564.256 0.961 0.041 7 0.583 658.299 0.631 0.027 8 0.667 752.341 0.283 0.012 Sum = 100.000 Sum= 4.273 Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max � Low (In/Hr) 1 0.08 0.07 0.023 0.285 0.021 0.00 2 0.17 0.07 0.023 0.284 0.021 0.00 3 0.25 0.07 0.023 0.283 0.021 0.00 4 0.33 0.10 0.035 0.282 0.031 0.00 5 0.42 0.10 0.035 0.281 0.031 0.00 6 0.50 0.10 0.035 0.280 0.031 0.00 7 0.58 0.10 0.035 0.279 0.031 0.00 8 0.67 0.10 0.035 0.278 0.031 0.00 9 0.75 0.10 0.035 0.277 0.031 0.00 10 0.83 0.13 0.047 0.276 0.042 0.00 11 0.92 0.13 0.047 0.274 0.042 0.00 12 1.00 0.13 0.047 0.273 0.042 0.00 13 1.08 0.10 0.035 0.272 0.031 0.00 14 1.17 0.10 0.035 0.271 0.031 0.00 15 1.25 0.10 0.035 0.270 0.031 0.00 16 1.33 0.10 0.035 0.269 0.031 0.00 17 1.42 0.10 0.035 0.268 0.031 0.00 18 1.50 0.10 0.035 0.267 0.031 0.00 19 1.58 0.10 0.035 0.266 0.031 0.00 20 1.67 0.10 0.035 0.265 0.031 0.00 21 1.75 0.10 0.035 0.264 0.031 0.00 2 • 22 1.83 0.13 0.047 0.263 0.042 0.00 23 1.92 0.13 0.047 0.262 0.042 0.00 24 2.00 0.13 0.047 0.261 0.042 0.00 25 2.08 0.13 0.047 0.260 0.042 0.00 26 2.17 0.13 0.047 0.258 0.042 0.00 27 2.25 0.13 0.047 0.257 0.042 0.00 28 2.33 0.13 0.047 0.256 0.042 0.00 29 2.42 0.13 0.047 0.255 0.042 0.00 30 2.50 0.13 0.047 0.254 0.042 0.00 31 2.58 0.17 0.058 0.253 0.052 0.01 32 2.67 0.17 0.058 0.252 0.052 0.01 33 2.75 0.17 0.058 0.251 0.052 0.01 34 2.83 0.17 0.058 0.250 0.052 0.01 35 2.92 0.17 0.058 0.249 0.052 0.01 36 3.00 0.17 0.058 0.248 0.052 0.01 37 3.08 0.17 0.058 0.247 0.052 0.01 38 3.17 0.17 0.058 0.246 0.052 0.01 39 3.25 0.17 0.058 0.245 0.052 0.01 40 3.33 0.17 0.058 0.244 0.052 0.01 41 3.42 0.17 0.058 0.243 0.052 0.01 42 3.50 0.17 0.058 0.242 0.052 0.01 43 3.58 0.17 0.058 0.241 0.052 0.01 44 3.67 0.17 0.058 0.240 0.052 0.01 45 3.75 0.17 0.058 0.239 0.052 0.01 46 3.83 0.20 0.070 0.238 0.063 0.01 � 47 3.92 0.20 0.070 0.237 0.063 0.01 48 4.00 0.20 0.070 0.236 0.063 0.01 49 4.08 0.20 0.070 0.235 0.063 0.01 50 4.17 0.20 0.070 0.234 0.063 0.01 51 4.25 0.20 0.070 0.233 0.063 0.01 52 4.33 0.23 0.082 0.232 0.073 0.01 • 53 4.42 0.23 0.082 0.231 0.073 0.01 54 4.50 0:23 0.082 0.230 0.073 0.01 55 4.58 0.23 0.082 0.229 0.073 0.01 56 4.67 0.23 0.082 0.228 0.073 0.01 57 4.75 0.23 0.082 0.227 0.073 0.01 58 4.83 0.27 0.093 0.226 0.084 0.01 59 4.92 0.27 0.093 0.225 0.084 0.01 60 5.00 0.27 0.093 0.224 0.084 0.01 61 5.08 0.20 0.070 0.223 0.063 0.01 62 5.17 0.20 0.070 0.222 0.063 0.01 63 5.25 0.20 0.070 0.221 0.063 0.01 64 5.33 0.23 0.082 0.220 0.073 0.01 65 5.42 0.23 0.082 0.219 0.073 0.01 66 5.50 0.23 0.082 0.218 0.073 0.01 67 5.58 0.27 0.093 0.217 0.084 0.01 68 5.67 0.27 0.093 0.216 0.084 0.01 69 5.75 0.27 0.093 0.215 0.084 0.01 70 5.83 0.27 0.093 0.214 0.084 0.01 71 5.92 0.27 0.093 0.213 0.084 0.01 72 6.00 0.27 0.093 0.213 0.084 0.01 73 6.08 0.30 0.105 0.212 0.094 0.01 74 6.17 0.30 0.105 0.211 0.094 0.01 75 6.25 0.30 0.105 0.210 0.094 0.01 76 6.33 0.30 0.105 0.209 0.094 0.01 77 6.42 0.30 0.105 0.208 0.094 0.01 78 6.50 0.30 0.105 0.207 0.094 0.01 " 79 6.58 0.33 0.116 0.206 0.105 0.01 80 6.67 0.33 0.116 0.205 0.105 0.01 81 6.75 0.33 0.116 0.204 0.105 0.01 82 6.83 0.33 0.116 0.203 0.105 0.01 � 83 6.92 0.33 0.116 0.202 0.105 0.01 84 7.00 0.33 0.116 0.201 0.105 0.01 3 � 85 7.08 0.33 0.116 0.200 0.105 0.01 86 7.17 0.33 0.116 0.200 0.105 0.01 87 7.25 0.33 0.116 0.199 0.105 0.01 88 7.33 0.37 0.128 0.198 0.115 0.01 89 7.42 0.37 0.128 0.197 0.115 0.01 90 7.50 0.37 0.128 0.196 0.115 0.01 91 7.58 0.40 0.140 0.195 0.126 0.01 92 7.67 0.40 0.140 0.194 0.126 0.01 93 7.75 0.40 0.140 0.193 0.126 0.01 94 7.83 0.43 0.151 0.192 0.136 0.02 95 7.92 0.43 0.151 0.191 0.136 0.02 96 8.00 0.43 0.151 0.191 0.136 0.02 97 8.08 0.50 0.175 0.190 0.157 0.02 98 8.17 0.50 0.175 0.189 0.15� 0.02 99 8.25 0.50 0.175 0.188 0.157 0.02 100 B.33 0.50 0.175 0.187 0.157 0.02 101 8.42 0.50 0.175 0.186 0.157 0.02 102 8.50 0.50 0.175 0.185 0.157 0.02 103 8.58 0.53 0.186 0.184 --- 0.00 104 8.67 0.53 0.186 0.184 --- 0.00 105 8.75 0.53 0.186 0.183 --- 0.00 106 8.83 0.57 0.198 0.182 --- 0.02 107 8.92 0.57 0.198 0.181 --- 0.02 108 9.00 0.57 0.198 0.180 --- 0.02 109 9.08 0.63 0.221 0.179 --- 0.04 110 9.17 0.63 0.221 0.178 --- 0.04 111 9.25 0.63 0.221 0.178 --- 0.04 112 9.33 0.67 0.233 0.177 --- 0.06 113 9.42 0.67 0.233 0.176 --- 0.06 114 9.50 0.67 0.233 0.175 --- 0.06 � 115 9.58 0.70 0.245 0.174 =_= 0.07 116 9.67 0.70 0.245 -0.173 0.07 117 9.75 0.70 0.245 0.173 0.07 118 9.83 0.73 0.256 0.172 --- 0.08 119 9.92 0.73 0.256 0.171 -- 0.09 120 10.00 0.73 0.256 0.170 --- 0.09 121 10.08 0.50 0.175 0.169 --- 0.01 122 10.17 0.50 0.175 0.168 --- 0.01 123 10.25 0.50 0.175 0.168 --- 0.01 124 10.33 0.50 0.175 0.167 --- 0.01 125 10.42 0.50 0.175 0.166 --- 0.01 126 10.50 0.50 0.175 0.165 --- 0.01 127 10.58 0.67 0.233 0.164 --- 0.07 128 10.67 0.67 0.233 0.164 -- 0.07 129 10.75 0.67 0.233 0.163 --- 0.07 130 10.83 0.67 0.233 0.162 --- 0.07 131 10.92 0.67 0.233 0.161 --- 0.07 132 11.00 0.67 0.233 0.160 --- 0.07 133 11.08 0.63 0.221 0.160 --- 0.06 134 11.17 0.63 0.221 0.159 --- 0.06 135 11.25 0.63 0.221 0.158 --- 0.06 136 11.33 0.63 0.221 0.157 --- 0.06 137 11.42 0.63 0.221 0.156 --- 0.06 138 11.50 0.63 0.221 0.156 --- 0.07 139 11.58 0.57 0.198 0.155 --- 0.04 140 11.67 0.57 0.198 0.154 --- 0.04 141 11.75 0.57 0.198 0.153 --- 0.04 142 11.83 0.60 0.210 0.153 --- 0.06 143 11.92 0.60 0.210 0.152 --- 0.06 144 12.00 0.60 0.210 0.151 --- 0.06 145 12.08 0.83 0.291 0.150 --- 0.14 146 12.17 0.83 0.291 0.150 --- 0.14 147 12.25 0.83 0.291 0.149 --- 0.14 4 • 148 12.33 0.87 0.303 0.148 =_= 0.15 149 12.42 0.87 0.303 0.147 0.16 150 12.50 0.87 0.303 0.147 0.16 151 12.58 0.93 0.326 0.146 --- 0.18 152 12.67 0.93 0.326 0.145 --- 0.18 153 12.75 0.93 0.326 0.149 --- 0.18 154 12.83 0.97 0.338 0.144 --- 0.19 155 12.92 0.97 0.338 0.143 --- 0.19 156 13.00 0.97 0.338 0.142 --- 0.20 157 13.08 1.13 0.396 0.141 --- 0.25 158 13.17 1.13 0.396 0.141 --- 0.26 _ 159 13.25 1.13 0.396 0.140 --- 0.26 160 13.33 1.13 0.396 0.139 --- 0.26 161 13.42 1.13 0.396 0.139 --- 0.26 162 13.50 1.13 0.396 0.138 --- 0.26 163 13.58 0.77 0.268 0.137 --- 0.13 164 13.67 0.77 0.268 0.137 --- 0.13 165 13.75 0.77 0.268 0.136 --- 0.13 166 13.83 0.77 0.268 0.135 --- 0.13 167 13.92 0.77 0.268 0.134 --- 0.13 168 14.00 0.77 0.268 0.134 --- 0.13 169 14.08 0.90 0.314 0.133 --- 0.18 170 14.17 0.90 0.314 0.132 --- 0.18 171 14.25 0.90 0.314 0.132 --- 0.18 172 14.33 0.87 0.303 0.131 --- 0.17 173 14.42 0.87 0.303 0.130 --- 0.17 174 14.50 0.87 0.303 0.130 --- 0.17 175 14.58 0.87 0.303 0.129 --- 0.17 176 14.67 0.87 0.303 0.128 --- 0.17 177 14.75 0.87 0.303 0.128 --- 0.16 • 178 14.83 0.83 0.291 0.127 =_= 0.16 179 14.92 0.83 0.291 0.126 0.16 180 15.00 0.83 0.291 0.126 0.17 181 15.08 0.80 0.279 0.125 --- 0.15 182 15.17 0.80 0.279 0.124 --- 0.15 183 15.25 0.80 0.279 0.124 --- 0.16 184 15.33 0.77 0.268 0.123 --- 0.14 185 15.42 0.77 0.268 0.123 --- 0.15 186 15.50 0.77 0.268 0.122 --- 0.15 187 15.58 0.63 0.221 0.121 --- 0.10 188 15.67 0.63 0.221 0.121 --- 0.10 189 15.75 0.63 0.221 0.120 --- 0.10 190 15.83 0.63 0.221 0.119 --- 0.10 191 15.92 0.63 0.221 0.119 --- 0.10 192 16.00 0.63 0.221 0.118 --- 0.10 193 16.08 0.13 0.047 0.118 0.042 0.00 194 16.17 0.13 0.047 0.117 0.042 0.00 195 16.25 0.13 0.097 0.116 0.042 0.00 196 16.33 0.13 0.097 0.116 0.042 0.00 197 16.42 0.13 0.047 0.115 0.042 0.00 198 16.50 0.13 0.047 0.115 0.042 0.00 199 16.58 0.10 0.035 0.114 0.031 0.00 200 16.67 0.10 0.035 0.113 0.031 0.00 � 201 16.75 0.10 0.035 0.113 0.031 0.00 202 16.83 0.10 0.035 0.112 0.031 0.00 203 16.92 0.10 0.035 0.112 0.031 0.00 204 17.00 0.10 0.035 0.111 0.031 0.00 205 17.08 0.17 0.058 0.111 0.052 0.01 206 17.17 0.17 0.058 0.110 0.052 0.01 207 17.25 0.17 0.058 0.110 0.052 0.01 208 17.33 0.17 0.058 0.109 0.052 0.01 • 209 17.42 0.17 0.058 0.108 0.052 0.01 210 17.50 0.17 0.058 0.108 0.052 0.01 . 5 • 211 17.58 0.17 0.058 0.107 0.052 0.01 212 17.67 0.17 0.058 0.107 0.052 0.01 213 17.75 0.17 0.058 0.106 0.052 0.01 214 17.83 0.13 0.047 0.106 0.042 0.00 215 17.92 0.13 0.047 0.105 0.042 0.00 216 18.00 0.13 0.047 0.105 0.042 0.00 217 18.08 0.13 0.047 0.109 0.042 0.00 218 18.17 0.13 0.047 0.104 0.042 0.00 219 18.25 0.13 0.047 0.103 0.042 0.00 220 18.33 0.13 0.047 0.103 0.042 0.00 221 18.42 0.13 0.047 0.102 0.042 0.00 222 18.50 0.13 0.047 0.102 0.042 0.00 223 18.58 0.10 0.035 0.101 0.031 0.00 224 18.67 0.10 0.035 0.101 0.031 0.00 225 18.75 0.10 0.035 0.100 0.031 0.00 226 18.83 0.07 0.023 0.100 0.021 0.00 227 18.92 0.07 0.023 0.099 0.021 0.00 228 19.00 0.07 0.023 0.099 0.021 0.00 229 19.08 0.10 0.035 0.098 0.031 0.00 230 19.17 0.10 0.035 0.098 0.031 0.00 231 19.25 0.10 0.035 0.097 0.031 0.00 232 19.33 0.13 0.047 0.097 0.042 0.00 233 19.42 0.13 0.097 0.097 0.042 0.00 234 19.50 0.13 0.047 0.096 0.042 0.00 235 19.58 0.10 0.035 0.096 0.031 0.00 236 19.67 0.10 0.035 0.095 0.031 0.00 237 19.75 0.10 0.035 0.095 0.031 0.00 238 19.83 0.07 0.023 0.094 0.021 0.00 239 19.92 0.07 0.023 0.094 0.021 0.00 \ 240 20.00 0.07 0.023 0.093 0.021 0.00 � 241 20.08 0.10 0.035 0.093 0.031 0.00 242 20.17 0.10 0.035 0.093 0.031 0.00 243 20.25 0.10 0.035 0.092 0.031 0.00 244 20.33 0.10 0.035 0.092 0.031 0.00 245 20.42 0.10 0.035 0.091 0.031 0.00 246 20.50 0.10 0.035 0.091 0.031 0.00 247 20.58 0.10 0.035 0.091 0.031 0.00 248 20.67 0.10 0:035 0.090 0.031 0.00 249 20.75 0.10 0.035 0.090 0.031 0.00 250 20.83 0.07 0.023 0.090 0.021 0.00 251 20.92 0.07 0.023 0.089 0.021 0.00 252 21.00 0.07 0.023 0.089 0.021 0.00 253 21.08 0.10 0.035 0.089 0.031 0.00 254 21.17 0.10 0.035 0.088 0.031 0.00 255 21.25 0.10 0.035 0.088 0.031 0.00 256 21.33 0.07 0.023 0.087 0.021 0.00 257 21.42 0.07 0.023 0.087 0.021 0.00 258 21.50 0.07 0.023 0.087 0.021 0.00 259 21.58 0.10 0.035 0.087 0.031 0.00 260 21.67 0.10 0.035 0.086 0.031 0.00 261 21.75 0.10 0.035 0.086 0.031 0.00 262 21.83 0.07 0.023 0.086 0.021 0.00 263 21.92 0.07 0.023 0.085 0.021 0.00 264 22.00 0.07 0.023 0.085 0.021 0.00 265 22.08 0.10 0.035 0.085 0.031 0.00 ` 266 22.17 0.10 0.035 0.084 0.031 0.00 267 22.25 0.10 0.035 0.084 0.031 0.00 268 22.33 0.07 0.023 0.084 0.021 0.00 269 22.42 0.07 0.023 0.084 0.021 0.00 270 22.50 0.07 0.023 0.083 0.021 0.00 � 271 22.58 0.07 0.023 0.083 0.021 0.00 272 22.67 0.07 0.023 0.083 0.021 0.00 273 22.75 0.07 0.023 0.083 0.021 0.00 6 274 22.83 0.07 0.023 0.083 0.021 0.00 � 275 22.92 0.07 0.023 0.082 0.021 0.00 276 23.00 0.07 0.023 0.082 0.021 0.00 277 23.08 0.07 0.023 0.082 0.021 0.00 278 23.17 0.07 0.023 0.082 0.021 0.00 279 23.25 0.07 0.023 0.082 0.021 0.00 280 23.33 0.07 0.023 0.081 0.021 0.00 281 23.42 0.07 0.023 0.081 0.021 0.00 282 23.50 0.07 0.023 0.081 0.021 0.00 283 23.58 0.07 0.023 0.081 0.021 0.00 284 23.67 0.07 0.023 0.081 0.021 0.00 285 23.75 0.07 0.023 0.081 . 0.021 0.00 286 23.83 0.07 0.023 0.081 0.021 0.00 28� 23.92 0.07 0.023 0.081 0.021 0.00 288 29.00 0.07 0.023 0.081 0.021 0.00 Sum = 100.0 Sum = 11.1 Flood volume = Effective rainfall 0.92(In) times area 4.2(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 1.99(In) Total soil loss = 0.702(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 14207.6 Cubic Feet Total soil loss = 30592.8 Cubic Feet Peak flow rate of this hydrograph = 1.096(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H 0 U R S T 0 R M R u n o f f H y d r o g r a p h -------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS)) � ---------------------=----------------- ----------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------=------------------------------------------------------- 0+ 5 0.0000 0.00 Q I I I I 0+10 0.0001 0.01 Q I I I I 0+15 0.0001 0.01 Q I I I I 0+20 0.0002 0.01 Q I I I I 0+25 0.0003 0.01 Q I I I I 0+30 0.0004 0.01 Q I I I I 0+35 0.0005 0.01 Q I I I I 0+40 0.0006 0.01 Q I I I I . 0+45 0.0007 0.01 Q I I I I 0+50 0.0008 0.02 Q I I I I 0+55 0.0009 0.02 Q I I I I 1+ 0 0.0010 0.02 Q I I I I 1+ 5 0.0012 0.02 4 I I I I 1+10 0.0013 0.02 Q I I I I 1+15 0.0014 0.02 Q I I I I 1+20 0.0015 0.02 Q I I I I 1+25 0.0016 0.02 Q I I I I. 1+30 0.0017 0.01 Q I I I I 1+35 0.0018 0.01 Q I I I I 1+40 0.0019 0.01 Q I I I I 1+45 0.0020 0.01 Q I I I I 1+50 0.0021 0.02 Q I I I I 1+55 0.0022 0.02 Q I I i I 2+ 0 0.0024 0.02 Q I I I I 2+ 5 0.0025 0.02 Q I I I I 2+10 0.0027 0.02 Q I I I I • 2+15 0.0028 0.02 Q I I I I 2+20 0.0029 0.02 Q I I I I 7 • 2+25 0.0031 0.02 Q I I I I 2+30 0.0032 0.02 Q I I I I 2+35 0.0033 0.02 Q I I I I 2+40 0.0035 0.02 Q I I I I 2+45 0.0037 0.02 Q I I I I 2±50 0.0038 0.02 Q I I I I 2+55 0.0040 0.02 Q I I I I 3+ 0 0.0042 0.02 Q I I I I 3+ 5 0.0044 0.02 Q I I I I 3+10 0.0045 0.02 Q I I I I 3+15 0.0047 0.02 Q I I I I 3+20 0.0049 0.02 Q I I I I 3+25 0.0050 0.02 Q I I I I 3+30 0.0052 0.02 Q I I I I 3+35 0.0054 0.02 Q I I I I 3+40 0.0056 0.02 Q I I I I 3+45 0.0057 0.02 Q I I I I 3+50 0.0059 0.03 Q I I I I 3+55 0.0061 0.03 Q I I I I 4+ 0 0.0063 0.03 Q I I I I 4+ 5 0.0065 0.03 Q I I I I 4+10 0.0067 0.03 Q I I I I 9+15 0.0069 0.03 Q I I I I 4+20 0.0071 0.03 Q I I I I 4+25 0.0073 0.03 Q I I I I 9+30 0.0076 0.03 Q I I I I 9+35 0.0078 0.03 Q I I I I 4+40 0.0081 0.03 Q I I I I 9+45 0.0083 0.03 QV I I I I 4+50 0.0085 0.04 QV I I I I • 4+55 0.0088 0.04 QV I I I I 5+ 0 0.0091 0:04 QV I I I I 5+ 5 0.0093 0.04 QV � I I I 5+10 0.0096 0.03 QV I I I I 5+15 0.0098 0.03 QV I I I I 5+20 0.0100 0.03 QV I I I I 5+25 0.0102 0.03 Qv I I I I 5+30 0.0105 0.03 QV I I I I 5+35 0.0107 0.04 QV I I I I 5+40 0.0110 0.04 QV I I I I ' 5+45 0.0112 0.09 QV I I I I 5+50 0.0115 0.04 QV I I I I 5+55 0.0118 0.04 QV I I I I 6+ 0 0.0121 0.04 QV I I I I 6+ 5 0.0123 0.04 QV I I I I 6+10 0.0126 0.04 Qv � I I I 6+15 0.0129 0.04 QV I " I I I 6+20 0.0132 0.04 QV I I I I 6+25 0.0136 0.04 QV I I I I 6+30 0.0139 0.04 QV I I I I 6+35 0.0142 0.05 QV I I I I 6+40 0.0145 0.05 QV I I I I 6+45 0.0148 0.05 QV I I I I 6+50 0.0152 0.05 QV I I I I 6+55 0.0155 0.05 QV I I I I 7+ 0 0.0159 0.05 QV I I I I 7+ 5 0.0162 0.05 QV I I I I 7+10 0.0166 0.05 Q V I I I I 7+15 0.0169 0.05 Q V I I I I 7+20 0.0172 0.05 4 V I I I I � 7+25 0.0176 0.05 Q V I I I I 7+30 0.0180 0.05 Q V � � � � 7+35 0.0184 0.06 Q V, � I I I g � 7+40 0.0188 0.06 Q V I I I I 7+45 0.0192 0.06 Q V � I I I 7+50 0.0196 0.06 4 V I I I I 7+55 0.0200 0.06 Q V I I I I B+ 0 0.0205 0.06 Q V ( I I I 8+ 5 0.0209 0.07 Q V I I I I 8+10 0.0214 0.07 Q V I I I I 8+15 0.0219 0.07 Q V I I I I 8+20 0.0224 0.07 Q V I I I I 8+25 0.0229 0.07 Q V I I I I 8+30 0.0234 0.07 Q V I I I I 8+35 0.0239 0.07 Q V I I I I 8+40 0.0241 0.03 Q V � ( I I 8+45 0.0242 0.02 Q V � I I I 8+50 0.0244 0.02 Q V I I I I 8+55 0.0248 0.05 Q V I I I I 9+ 0 0.0252 0.07 Q V I I I I 9+ 5 0.0258 0.08 Q V I I I I � 9+10 0.0268 0.14 Q V I I I I 9+15 0.0280 0.17 4 V I I I I 9+20 0.0292 0.19 Q V I I I I 9+25 0.0308 0.22 Q V I I I I g+30 0.0324 0.23 Q V � � I I 9+35 0.0341 0.25 Q V I I I I 9+40 0.0360 0.28 14 U I I I I 9+45 0.0381 0.30 14 V I I I I 9+50 0.0402 0.31 �Q .V I I I I 9+55 0.0426 0.34 �Q V I I I I 10+ 0 0.0450 0.36 14 V I I I I 10+ 5 0.0472 0.32 14 V I I I ,I � 10+10 0.0482 0.14 Q V I I I I 10+15 0.0986 0.07 Q V I I I I 10+20 0.0490 0.05 4 � I I I I 10+25 0.0492 0.04 Q V � I I I 10+30 0.0495 0.04 Q V I I I I 10+35 0.0500 0.07 Q V � I I I 10+40 0.0514 0.21 Q V I I I I 10+45 0.0532 0.26 14 V I I I I 10+50 0.0552 0.29 IQ V I I I I 10+55 0.0572 0.30 14 V I I I I 11+ 0 0.0593 0.30 14 U I I I I 11+ 5 0.0614 0.30 14 V I I I I 11+10 0.0633 0.28 14 V I I I I 11+15 0.0652 0.27 IQ V I I I I � 11+20 0.0671 0.27 14 U I I I I 11+25 0.0690 0.27 14 V I I I I 11+30 0.0709 0.28 14 v'I I I I 11+35 0.0727 0.27 14 U I I I I 11+90 0.0742 0.22 Q VI I I I 11+45 0.0756 0.20 Q VI I I I 11+50 0.0769 0.20 Q VI I I I 11+55 0.0785 0.23 Q VI I I I 12+ 0 0.0802 0.24 Q vl I f �I 12+ 5 0.0822 0.29 14 V I I I 12+10 0.0855 0.49 14 V I I I 12+15 0.0893 0.56 I 4 V I I I 12+20 0.0939 0.60 I Q IV I I I 12+25 0.0978 0.64 I 4 IV I I I 12+30 0.1023 0.65 � Q I V I I I 12+35 0.1070 0.68 I 4 I V I I I S 12+40 0.1120 0.74 I 4 I U I I I 12+45 0.1173 0.76 I 4 I V I I I 12+50 0.1226 0.78 I 4 I V I I I 9 � 12+55 0.1282 0.81 I Q I V I I I 13+ 0 0.1339 0.82 I Q I V I I I 13+ 5 0.1398 0.86 I 4 I V I I I 13+10 0.1467 1.00 I 4 I V I I I 13+15 0.1540 1.06 I Q I V I I I 13+20 0.1614 1.08 I 4 I VI I I 13+25 0.1689 1.09 I 4 I V I I 13+30 0.1765 1.10 I 4 I IV I I 13+35 0.1836 1.03 I 4 I I U I I 13+40 0.1887 0.79 I Q I I V I I 13+95 0.1930 0.63 � Q I I V I I 13+50 0.1971 0.59 I 4 I I V I I 13+55 0.2011 0.58 I 4 I I V I I 14+ 0 0.2050 0.57 I 4 I I U I I 14+ 5 0.2091 0.60 I 4 I I U I I 14+10 0.2140 0.71 I 4 I I V I I 14+15 0.2192 0.75 I Q I I V I I 19+20 0.2244 0.76 I 4 I I V I I 14+25 0.2296 0.75 I 4 I I V I ( 14+30 0.2347 0.74 I 4 I I U I I 14+35 0.2398 0.74 I 4 I I VI I 14+40 0.2449 0.74 I 4 I I V I 14+45 0.2500 0.74 I 4 I I V I 14+50 0.2551 0.74 I Q I I IV I 14+55 0.2601 0.72 I Q I I IU I 15+ 0 0.2649 0.71 I 4 I I I V I 15+ 5 0.2698 0.70 I 4 I I I V I 15+10 0.2749 0.68 � Q � I I V I 15+15 0.2790 0.67 I 4 I I I V I 15+20 0.2836 0.66 I 4 I I I V I • 15+25 0.2880 0.63 I 4 I I I U I 15+30 0.2923 0.63 I 4 I I I V I 15+35 0.2964 0.60 I Q I I I V I 15+40 0.2998 0.49 14 I I I V I 15+45 0.3029 0.46 14 I I I ' V I 15+50 0.3060 0.94 IQ I I I V I 15+55 0.3090 0.44 14 I I I V I 16+.0 0.3120 0.44 IQ I I I U I 16+ 5 0.3147 0.39 14 I I I V I 16+10 0.3158 0.16 Q I I I U I 16+15 0.3163 0.07 Q I I I V( 16+20 0.3166 0.04 Q I I I. V I 16+25 0.3167 0.03 Q I I I V I 16+30 0.3169 0.02 Q I I I V I 16+35 0.3170 0.02 Q I I I V I 16+40 0.3172 0.02 Q I I I V I 16+45 0.3173 0.02 Q I I I V I 16+50 0.3174 0.02 Q I I I V I 16+55 0.3175 0.02 Q I I I V I 17+ 0 0.3176 0.01 Q I I I U I 17+ 5 0.3177 0.02 Q I I I U I 17+10 0.3178 0.02 Q I I I U I 17+15 0.3180 0.02 Q I I I V I 17+20 0.3182 0.02 Q I I I VI 17+25 0.3183 0.02 Q I I I VI 17+30 0.3185 0.02 Q I I I UI 17+35 0.3187 0.02 4 I I I VI 17+40 0.3189 0.02 Q I I I VI 17+45 0.3190 0.02 Q I I I VI 17+50 0.3192 0.02 Q I I I VI • 17+55 0.3193 0.02 Q I I I UI 18+ 0 0.3195 0.02 Q I I I VI 18+ 5 0.3196 0.02 Q I I I VI 10 • 18+10 0.3198 0.02 Q I I I VI 18+15 0.3199 0.02 Q I I I VI 18+20 0.3200 0.02 Q I I I VI 18+25 0.3202 0.02 Q I I I VI 18+30 0.3203 0.02 Q I I I VI 18+35 0.3204 0.02 Q I I I VI 18+40 0.3206 0..02 Q I I I VI 18+45 0.3207 0.02 Q I ( I VI 18+50 0.3208 0.01 Q I I I VI 18+55 0.3208 0.01 Q I I I VI 19+ 0 0.3209 0.01 Q I I I VI 19+ 5 0.3210 0.01 Q I I I VI 19+10 0.3211 0.01 Q I I I VI 19+15 0.3212 0.01 Q I I I �I 19+20 0.3213 0.02 Q I I I �I 19+25 0.3214 0.02 Q I I I VI 19+30 0.3215 0.02 Q I I I �I 19+35 0.3217 0.02 Q I I I VI 19+40 0.3218 0.02 Q I I I VI 19+45 0.3219 0.02 Q I I I �I 19+50 0.3220 0.01 Q I I I VI 19+55 0.3221 0.01 Q I I I VI 20+ 0 0.3222 0.01 Q I. I I VI 20+ 5 0.3222 0.01 Q I I I �I 20+10 0.3223 0.01 Q I I I VI 20+15 0.3224 0.01 Q I I I VI 20+20 0.3225 0.01 Q I I I VI 20+25 . 0.3226 0.01 Q I I I VI 20+30 0.3227 0.01 Q I I I V) 20+35 0.3228 0.01 Q I I I �I 20+40 0.3229 0.01 Q I I I �I � 20+45 0.3230 0.01 Q I I I VI 20+50 0.3231 0.01 Q I I I VI 20+55 0.3232 0.01 Q I I I VI 21+ 0 0.3233 0.01 Q I I I VI 21+ 5 0.3234 0.01 Q I I I VI 21+10 0.3235 0.01 Q I I I VI 21+15 0.3236 0.01 Q I I I VI 21+20 0.3236 0.01 Q I I I VI 21+25 0.3237 0.01 Q I I I VI 21+30 0.3238 0.01 Q I I I VI 21+35 0.3239 0.01 Q I I I VI 21+90 0.3240 0.01 Q I I I UI 21+45 0.3241 0.01 Q I I I VI 21+50 0.3242 0.01 Q I I I �I 21+55 0.3242 0.01 Q I I I VI 22+ 9 0.3243 0.01 Q I I I VI 22+ 5 0.3244 0.01 Q I I I VI 22+10 0.3245 0.01 Q I I I VI 22+15 0.3246 0.01 .Q I I I VI 22+20 0.324� 0.01 Q I I I VI 22+25 0.3248 0.01 Q I I I VI 22+30 0.3248 0.01 Q I I I VI 22+35 0.3249 0.01 Q I I I VI 22+40 0.3250 0.01 Q I I I VI 22+95 0.3250 0.01 Q I I I VI 22+50 0.3251 0.01 Q I I I VI 22+55 0.3252 0.01 Q I I I UI 23+ 0 0.3252 0.01 Q I I I VI 23+ 5 0.3253 0.01 Q I I I VI � 23+10 0.3254 0.01 Q I I I VI 23+15 0.3254 0.01 Q I I I VI 23+20 0.3255 0.01 4 I I I VI 11 � 23+25 0.3256 0.01 Q I I I VI 23+30 0.3257 0.01 Q I I I VI 23+35 0.3257 0.01 Q I I I VI 23+40 0.3258 0.01 Q I I I vl 23+45 0.3259 0.01 Q I I I VI 23+50 0.3259 0.01 Q I I I VI 23+55 0.3260 0.01 Q I I I VI 24+ 0 0.3261 0.01 Q I I I UI 24+ 5 0.3261 0.01 Q I I I VI 24+10 0.3261 0.00 Q I I I VI 24+15 0.3262 0.00 Q I I I VI 24+20 0.3262 0.00 Q I I I VI 24+25 0.3262 0.00 Q I I I VI 24+30 0.3262 0.00 Q I I I VI 29+35 0.3262 0.00 Q I I I V ----------------------------------------------------------------------- � • 12 � � APPENDIX D : STREET CAPACITY c � • � APPENDIX D .1: TYPICAL SANTIAGO ROAD STREET CROSS SECTION � EXIST. PROP. C� PAVEMENT EXIST. R/W R/W I 110' R/W 55' � 55' 44' � 6" DEEP � GRADED SWALE �0' 23' � 10' 2•� CROWN 2' �29 29� � � 11' RIGHT-OF-WAY� \ � TO BE VACA TED ON � FINAL MAP " � 6 AC. DIKE AC. PAVING �\ EXISTING GRADE CRUSHED AGGREGATE BASE � COMPACTED SUBGRADE � � � TYPICAL SECTION:SANTIAGO ROAD LIMITED SECONDARY ARTERIAL NOT TO SCALE J�.lC �� -„ � , ��gineermg & Consultiug, Inc. � 40040 COLISEUM WAY MURRIETA, CA 92562 PH. 951.304.9552 FAX 951304.3568 � � APPENDIX D .2: TYPICAL IN-TRACT STREET CROSS SECTION • ESMT. ESMT. 30' 15' 15' 3' 12' �2' �.� � Z. � f- 2q - ��. �,� �. 1 �'� 6" AC DIKE 4" DEEP 6" AC DIKE GRADED SWALE 4" DEEP GRADED SWALE COMPACTED SUBGRADE TYPICAL SECTION:IN-TRACT STREET PRIVATE ROAD NOT TO SCALE ��L�� g c� Consulting, lnc. `.�'�""`/ 40040 COLISEUM WAY MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 � • APPENDIX D .3: SANTlAGO ROAD HALF STREET CAPACITY - CL TO ROW � S Worksheet for SANTIAGO ROAD (HALF STREET C/L TO R/W) W/AC DIKE . � Pro�ect Description � :- � �� _ �� -�� .,.. . _: ti, _ a. . . � �� :, , _ .. � � �� ' _ .. �. . M . _ . ..� � �.� w.. ':;3 � � . ..� . . __ ..... . ��.. A . � _ _. _ Friction Method Manning Formula Solve For Discharge � ' . .- ' .;` � � � t 9 '�. �� r' �"S I '�T ' � ' Input Data ` � �,� F : � � _ � �.,.'�� , � _; _.. . � . ,. .�...�.v ..x. _ .._. ._.... �.� ..... .. . �s�. _... � . �Y_�:��_... _ v.. Channel Slope 0.00500 ft/ft Normal Depth 1.20 ft Section Definitions � �� ' ' q J t L ��'�; � � � �. � } : . ; �.. 5 ,l4 } t , , ' � ; Station (ft) _ , ti ��` � , �� fElevetion ft � - 10+00.00 0.57 10+00.30 1.20 10+00.72 1.20 10+01.12 0.52 10+03.50 0.50 10+05.00 0.00 10+06.50 0.50 � 10+10.00 0.57 10+44.00 1.25 Roughness Segment Definitions � , �; ��r �� s , : �� - � .� '' � . � � i :, t i�? . s , '�. ' � '�. t. °. ; � i -� . ' ,� .,, . : . - ; � .� , � p , -,�: Start ,Stat�on � �`�� <�' ��Ending Station � r � �' � , Roughness Coe�cient . ,., - . . � .. . M ,; ,,.....��,��._u,_.... . �,�..,,�,:,,�;� n.... .: a H,� ..� ,.A , _. � a.�..�,. n_.-, ,. ,�� A . . ._.,..,a (10+00.00, 0.57) (10+10.00, 0.57) 0.025 (10+10.00, 0.57) (10+44.00, 1.25) 0.015 :..- , � � : _. :. x .. _ g , a � a �f Results � � � ; , .� � � � � � .� .��; . � � � s _��_.... �.... __. .M�e,�G�_v.� _�_.. . _.�_. .< � � � ....�;; _� .�z �W�.�� __ � _._ "m �.._v�__.� ��'.��...x._ . �,�r,�.,. , .._ ,�. � Discharge 65.14 ft'/s Elevation Range 0.00 to 1.25 ft Flow Area 16.97 ft Wetted Perimeter 42.67 ft Top Width 41.08 ft Normal Depth 1.20 ft Critical Depth 1.22 ft Critical Slope 0.00449 ft/ft � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00j 72/5/2008 12:24:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 • Worksheet for SANTIAGO ROAD (HALF STREET C/L TO R/W) W/AC DIKE Results . � � ; � � � � � '� ,��r,..�':.... . . ,.. .:. . a ::,��,.�..�_'�. _...._,�� __�._.'�..�� a.: � .. . _ ',� � .� .,,..�_= ... . _�.... u�u�, �, <.,e,,, - - � x,..� . ...._ ._� Velocity 3.84 ft/s Velocity Head 0.23 ft Specific Energy 1.43 ft Froude Number 1.05 Flow Type Supercritical � GVF Input'�Data s �,'; �" "� � � � t� � 4 . .�. .:_ _ . .� .•..,.., . .z ..,: .,..... :�'.�v�...,. .,.,.,.: ..,.rw..vs�,._ '-: v� ... ', .,..,a..L..�55�,�k#...ro� __ � ... .,._..._.� . ,. ..., i?a.�...... _ Yd. . �.�nl'�. "_ � Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps � _r, ,�� . < �. f � m , �� r � � � � � GVF Output�Datar � � -�� n � � �� ; - �, ��1� � �� . �.� -� � � �. r�....,.,., . _�.....,.,. . r� . :� . . ... . '. _. ,.� _ ..,� . . Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 •20 ft Critical Depth �.22 ft � Channel Slope 0.00500 ft/ft Critical Slope 0.00449 ft/ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 72/5/2008 12:24:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 • Rat�ng Table for SANTIAGO ROAD (HALF STREET C/L TO R/W) W/AC Rro�ect Description ' _� �V�.��_� � �� e `' �sa�. � . . _�.��' ��,� k � �� '��.� � Friction Method Manning Formula Solve For Discharge Input Data � ' �u. ��', �_ �r , � � s _, .e:.. . . ...�. W . � �� _ �:; __ . ._._... . �,..w , _� .. . � � , . ,_ . . . . . _ ,.x..._.. . . ...._,_... , .....,.. _ . Channel Slope 0.00500 ft/ft Normal Depth 1.20 ft Section Definitions �-'-.x � A . � v� t ? � �� H � � � �,�` . . - : `�*3s�a � : '-: Station`(ft) Elevation (ft} 10+00.00 0.57 10+00.30 1.20 10+00.72 1.20 10+01.12 0.52 10+03.50 0.50 10+05.00 0.00 10+06.50 0.50 � 10+10.00 0.57 10+44.00 1.25 Roughness Segment Definitions � � �-�' y � , ;� " � � � °' , .� 4 - �� '� ' � ' � ��; Rougfiness xj � � !Start Station Ending Station � Coe,fficient � ,' � (10+00.00, 0.57) (10+10.00, 0.57) 0.025 (10+10.00, 0.57) (10+44.00, 1.25) 0.015 3x; �� :, x x . .. ... r �ze s �ax �, D � s y .. 5 , ��. � �. , ro .�` � h3 � � �. .r , � � r� g µ . �`�t• � �'. � u _. � Y ' L , Z�.' E'� e' �,.4 W . ' ��, .2, � ,*)' z' ��,,- 7 � ,e ��:� I" , _ � � + ,� � � £ � � a�,:, Cliannel Slope (fUft) ; Discharge (ft /s) ��Uelocity (ftJs) � Flow Area` ) VUetted Per�m ete� (ft) Top W�dthS(ft) , 0.00500 65.14 3.84 16.97 42.67 41.08 0.01000 92.12 5.43 16.97 42.67 41.08 0.01500 112.82 6.65 16.97 42.67 41.08 0.02000 130.27 7.68 16.97 42.67 41.08 • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:24:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +�_y03-755-1666 Page 1 of 2 � Rat�ng Table for SANTIAGO ROAD (HALF STREET C/L TO R/W) W/AC Input D�ata' ' � `� 5 � � ;� - �� , � 3 ' , � .. .....�.,�.�.. _ � �,,.,..__, . .___... �. � �� _�� .�� _ _ _ _ ..._��.�u._: .__,.r�...� .y �:' �_�. P ... .. �. .: ... . ..:.. _._ _ �� , , � x �� c� �, a ' � � � � � � � � � E . �,1 : a �- a; �' .•�,�, � .�z � � , , ;. , .. �. � , v� ' • � � � � � r � �:,,` t, Channel Slope (ft/ft); Discharge {ft9/s} ;� Uelocdy (ft/s) �� FlowArea�(ft Wetted Penmeter Top Width (ft) , x � ` 0.02500 ,*, V f 145.65 � �, 8.58 r m � �16.97 '� 42.67 41.08 0.03000 159.55 9.40 16.97 42.67 41.08 0.03500 172.33 10.15 16.97 42.67 41.08 0.04000 184.23 10.85 16.97 42.67 41.08 0.04500 195.41 11.51 16.97 42.67 41.08 0.05000 205.98 12.14 16.97 42.67 41.08 0.05500 216.03 12.73 16.97 42.67 41.08 0.06000 225.64 13.29 16.97 42.67 41.08 0.06500 234.85 13:84 16.97 42.67 41.08 0.07000 243.72 14.36 16.97 42.67 41.08 0.07500 252.27 14.86 16.97 42.67 41.08 0.08000 260.54 15.35 16.97 42.67 41.08 0.08500 268.56 15.82 16.97 42.67 41.08 0.09000 276.35 16.28 16.97 42.67 41.08 0.09500 283.92 16.73 16.97 42.67 41.08 0.10000 291.30 17.16 16.97 42.67 41.08 0 0.10500 298.49 17.59 16.97 42.67 41.08 0.11000 305.51 18.00 16.97 42.67 41.08 0.11500 312.38 18.40 16.97 42.67 41.08 0.12000 319.10 18.80 16.97 42.67 41.08 0.12500 325.68 19.19 16.97 42.67 41.08 0.13000 332.13 19.57 16.97 42.67 41.08 0.13500 338.46 19.94 16.97 42.67 41.08 0.14000 344.67 20.31 16.97 42.67 41.08 0.14500 350.77 20.67 16.97 42.67 41.08 0.15000 356.76 21.02 16.97 42.67 41.08 � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00] 12/5/2008 12:24:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 � � APPENDIX D .4: IN-TRACT FULL STREET CAPACITY - ROW TO ROW • � Worksheet for IN TRACT STREETS (FULL STREET R/W TO R/W) W/ AC Project Description ` � ,� � . ,.,.,. . n_ ,.. �. . � �.._.._. �'��. � � � � .�� _�._ _ ,� u .... _ � .,_. . �� .. .�_.� ...._ ..��._ .�. �„�a.. �.._ .. .. � . ._.. _ .. . ,v�. �� ... �.,� _.._ ..«._ ... Friction Method Manning Formula Solve For Discharge , Input Data' � �� -� ; � � ,� 3 ' � „ . _... .... �..� ... � �� - . „ , ,... .... . _.., ...,. .,. . ... _.,.�,._,,�..._ . . _ �� ._ ... .. ....... . ..., ��. < .�,�, � Channel Slope 0.00500 � ft/ft Normal Depth 0.83 ft Section Definitions � �f'�� `' -: �.�Z: �: P % ,. ,� r - ` � � �" �� ' s . � �' � � �� S i � Y{ �r ~ �� k � 4 � ?� k ' T , _ h Stat�on (ft) � �� s Elevation (ft) . u `� _ . : a_�_ e,.. �A �,._.�. _ ..__ . ,.... .. �._ ,.c,�_.�. �,_ ��.� u, __w....��_ . _ � �.�_.�.��.� 10+00.00 0.33 10+00.30 0.83 10+00.72 0.83 10+01.32 0.10 10+01.50 0.00 10+03.00 0.33 10+15.00 0.57 � 10+27:00 0.33 10+2g.50 0.00 10+2g.g0 0.10 10+2g.30 0.83 10+29.72 0.83 10+30.00 0.33 Roughness Segment Definitions � � � � ; � � , , :. ., . �� " �' ,q s �r � . y�,'��`` d� � - a .r � � ; -�i ,� . �� ; � � t� � ; � g �� y 4 f r t Y - �+ f � ,� � a' 3�i 3 ., : � a f � � ', ., : � Start Station '� ; ' Endin Station � � Roughness Coefficient . -. .._ .. _ �� ., �.< . .� ...�_. _ ,a. .. �,,.,u�. � . ;, �...� ,�� _ �_ g �,_n. ._ x..,.._.. . � � .. �_,.,,.�.a . _ _�,..9 _ _., �,.�., .. . ,, a .. ,. ..,.. , � � (10+00.00, 0.33) (10+03.00, 0.33) 0.025 (10+03.00, 0.33) (10+2g.50, 0.00) 0.015 (10+2g.50, 0.00) (10+30.00, 0.33) 0.025 a Res � , �, , ults _.� . ... _�� . . , . . � .�, uu ... ... .... _,.k.. _ �.._ _��..... . ......' , ._ � ._� � x � ' _ _, �� _ . _..�. .. . .. Discharge 44.00 ft'/s Elevation Range 0.00 to 0.83 ft Flow Area 11.99 ftZ � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00] 12/5/2008 12:25:06 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 • Worksheet for IN TRACT STREETS (FULL STREET R/W TO R/W) W/ AC � �; , e � � � � � Results � ., � � �� '�� '� � � r �` e. _ �`� ��' � � �� .. _... �_ . � . .. ..�.,� : . ._e .. >,,.,_ r._ <. _.x ._ _�.... ..«. .. ._�.e.,_.,�_a�". ..:. ��..�...q� ,.. �... .<.. .3,. .��_ x . Wetted Perimeter 31.58 ft Top Width 29.16 ft Normal Depth 0.83 ft Critical Depth 0.84 ft Critical Slope 0.00493 ft/ft Velocity 3.67 ft/s Velocity Head 0.21 ft Specific Energy 1.04 ft Froude Number 1.01 Flow Type Supercritical , .; � � GVF Input' Data ' " � �" � � ` � ° ° . . � ' �� _�� _ , .,,, _ � , � x.... .. �. _ . , _.. .� _...�._ , _ . , ,...,.. ._. . ...� ..«. .. ... .., .... . Y Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data ; " _,.,. , y' . . �� .��r � . _ � �� ` �� $�.! Upstream Depth 0.00 ft Profile Description � Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Ups4ream Velocity Infinity ft/s Normal Depth 0.83 ft Critical Depth 0.84 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00493 ft/ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:25:06 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 • Rat�ng Table for IN TRACT STREETS (FULL STREET R/W TO R/W) W/ AC ... � Pro�ect Descrip#ion � � ' r� ��` � : Y� " � f `;: � j ' ! ,..&,,.v t....,� ..,...e .,....,_... �, ,..w..s:..3 a..,. , r-.�_'z��.ia.,a.3 ..�,...F _ ._ _ , x�,�„ ....... .s ..... .........n�E,.,...., .,,.e.,.s-,..... , ..i _ ...A.,,,., � wh.� ,. �m..P ._... .. . Friction Method Manning Formula Solve For Discharge Input Data "° : � _ � A � "" � ; : �:.__,. . , � o..:x..� �= t � � ..,.... _ _ _ � .,_ _ .. ,.. . ....,. _ _,� � . .. _ _ . �xH �_�� Channel Slope 0.00500 ft/ft Normal Depth 0.83 ft Section Definitions � � , � � , ��, �' � ��:. 3tation (ft)_._ . .._. �Elevation (ft) 10+00.00 0.33 10+00.30 0.83 10+00.72 0.83 10+01.32 0.10 10+01.50 0.00 10+03.00 0.33 10+15.00 0.57 • 10+27.00 0.33 10+2g.50 0.00 10+2g.g0 0.10 10+Zg.30 0.83 10+29.72 0.83 10+30.00 0.33 Roughness Segment Definitions � �. ;. a , r .y -; . , � g � i � } 9 � �. � � � ' �� Roughness �, . ,, : ; < �Start Station Ending Station s:' Coe�ctent ' 1 (10+00.00, 0.33) (10+03.00, 0.33) 0.025 (10+03.00, 0.33) (10+28.50, 0.00) 0.015 (10+2g.50, 0.00) (10+30.00, 0.33) 0.025 �� t � � � ��-r�. : > �`�, r.. e :. � . - ;r� k ,s�� s 5- � �- . .�'.� r � z & � � �� ,�� . . - � �. : �y � � Y . ; .��s, � � v ' . �'�. f ,/ ,: '? � , � ,. � �. � , i . : .:. f" . � . ' F' . '�. � j �� .'� " , , a �"5�}' ': Channel Siope {ft/ft) ; Discharge (fte%s) �� , Uelocity (ftis) '�;, Flow Area (ftz) Vlfetted Penmeter�{ft) Top Widtti (ft) , �, � „ , W.r_�,.., . H.�..�,� ,� ti._. , ....y,.. , , . � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:25:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +7-203-755-1666 Page 1 of 2 � Rat�ng Tabie for IN TRACT STREETS (FULL STREET R/W TO R/W) W/ AC � � � input Data � a " � � ` �� ,,s�� _ . �_� , _ _. _ _�e��.�,_ .�._. . �_...;�r �.___�._ __ �,. w__�� __._ �'�. �.,.�_ ..4�_... �. ..,�...�.__ __. ._ ..,..,. ��._,n ": x ; �"r.� .: ,,: � ;:_ � y � a+-�� ,.c' ��' � �t � ;� � �.,l�` � '�3+=s _ � , .Y �x . Y F-� � � . r � " . � ��, �. , % � r � t �. "i ,. � :.� � . � x .. n � �; �: � �: m � : :'�' � �.. � � ��. � ��.� ', Channel Slope (ft/ft)• Discliarge (ft'�!s)�� ,� Velocity (ft/s) Flow Area �(ft V1lefted Penmeter (ft} ��To Width ft�� .. � �- _. , �, , . <u. _ , , � . �... x. �.�- . � .. �.. . ,��.�... . � Aa, P �..�_�a. � � 0.00500 44.00 3.67 11.99 31.58 29.16 0.01000 62.22 5.19 11.99 31.58 29.16 0.01500 76.21 6.35 11.99 31.58 29.16 0.02000 88.00 7.34 11.99 31.58 29.16 0.02500 98.39 8.20 11.99 31.58 29.16 0.03000 107.78 8.99 11.99 31.58 29.16 0.03500 116.41 9.71 11.99 31.58 29.16 0.04000 124.45 10.38 11.99 31.58 29.16 0.04500 132.00 11.00 11.99 31.58 29.16 0.05000 139.14 11.60 11.99 31.58 29.16 0.05500 145.93 12.17 11.99 31.58 29.16 0.06000 152.42 12.71 11.99 31.58 29.16 0.06500 158.64 13.23 11.99 31.58 29.16 0.07000 164.63 13.73 11.99 31.58 29.16 0.07500 170.41 14.21 11.99 31.58 29.16 � 0.08000 176.00 14.67 11.99 31.58 29.16 0.08500 181.42 15.12 11.99 31.58 29.16 0.09000 186.67 15.56 11.99 31.58 29.16 0.09500 191.79 15.99 11.99 31.58 29.16 0.10000 196.77 16.40 11.99 31.58 29.16 0.10500 201.63 16.81 11.99 31.58 29.16 0.11000 206.38 17.21 11.99 31.58 29.16 0.11500 211.01 17.59 11.99 31.58 29.16 0.12000 215.55 17.97 11.99 31.58 29.16 0.12500 220.00 18.34 11.99 31.58 29.16 0.13000 224.36 18.70 11.99 31.58 29.16 0.13500 228.63 19.06 11.99 31.58 29.16 0.14000 232.82 19.41 11.99 31.58 29.16 0.14500 236.95 19.75 11.99 31.58 29.16 0.15000 241.00 20.09 11.99 31.58 29.16 • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:25:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1_203-755-1666 Page 2 of 2 � � APPENDIX D.S: IN-TRACT HALF STREET CAPACITY • Worksheet for IN TRACT STREETS (HALF STREET CLTO R/W) W/ AC Pro�ect,Desc�ipticjn ' ; °� ; ' ;. . ; � r� ' p� ` r � � �� x' . _ �.. o � .�.,,. �. .�. ....�_. ._�..�:...e�,... ._ _..,..�...,. ...�..�,�.E. v.w �..._.a,.�,._-0�� Friction Method Manning Formula Solve For Discharge Inpiat Data u � . . � ' �� ,� � 3 � �� c ��' x ��h� �- ....a ,.:. . ..... �: _ .. . '. .. ;_ . , e ,.....,. �. ,.. ..... ,... . ..R ..L. .._ .. .w. , _._wle...�z�i.a...r�n..., z .b..�..<. . .r.... ...<. �� :m,..,.... .. ..�„ . co-. j. e..,. ,. � h u P Channel Slope 0.00500 ft/ft Normal Depth 0.57 ft Section Definitions g k �{ � s a} :: s °g� > � r � x �-�. � fi : a.- �'w+ . ,{ �,f ._ Hm "Ya' - � � � �SC'�jl� �L � Y �.. � �- � } 'i5 . . . � - � � ^l '�? � ��. L � � ,� x�� ,2 , � � � ��v�°rv sa� � �� s �.��' i - � :� Stati�n (ft) ' z Elevation (ftj �, 10+00.00 0.33 10+00.30 0.83 10+00.72 0.83 10+01.32 0.10 10+01.50 0.00 10+03.00 0.33 10+15.00 0.57 • 10+27.00 0.33 10+28.50 0.00 10+2g.g0 0.10 10+29.30 0.83 10+29.72 0.83 ' 10+30.00 0.33 Roughness Segment Definitions _ �� f� � t ; � . , � �� ; . x " >, �- � F � �� t h ' � � x � �, z � �' �� , Start Stat�on - = !; � �Ending Station ; � ;'� � Rougfiness Coeffc�ent � _. .,,. . ,,, . . �.,. , ,, . �.,3,_ . ._ ,�, � � . . . A ,.� _ . �. . .. , .. . �. . , ,., ., . o, , � (10+00.00, 0.33) (10+03.00, 0.33) 0.025 (10+03.00, 0.33) (10+2g.50, 0.00) 0.015 (10+28.50, 0.00) (10+30.00, 0.33) 0.025 RESUItS �' . _;. > ,_�,_. .. �. _._.: �. �� .,. d � - � ; .�. z.a _,.. _�� .�a .. . �_ x.._..,, �.... .,u � _ . _ . .. _� t.. ae. ' � � �� Discharge 6.78 ft'/s Elevation Range 0.00 to 0.83 ft Flow Area 4.50 ftZ � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:25:28 PM 27 Siemons Company Drive Suite 200 W WateRown, CT 06795 USA +7-203-755-1666 Page 1 of 2 • Worksheet for IN TRACT STREETS (HALF STREET CLTO R/W) W/ AC '3 ,�„ p xy �` : ,� F: �� t z�-� � g ` s � , � � ,� S R @BU�tS � � �s r � : t�,�%, , a 4 �vs�L � � �` � �r� n � � '` � r r ;� �+�n � .,,,.,,,» ,_ . .._...�.. M ._.....;..._..... � _�� < . , ._>.�so.�.,.�_,r� _ �..M�x :s.P....�,_.�. . �'_,.�.t .: � . ��k.» . ..,, ., _ .� �-...,.,M��a .. ._ , .._....�.._a. Wetted Perimeter 29.81 ft Top Width 28.47 ft Normal Depth 0.57 ft Critical Depth 0.52 ft Critical Slope 0.01178 ft/f{ Velocity 1.51 fUs Velocity Head 0.04 ft Specific Energy 0.61 ft Froude Number 0.67 Flow Type Subcritical , ; � GVF inputtData ' ' � � � K � k � � .s..,, a:'� „ ` .. ". : , a .. .�..r ... . , . ,._ ..,. . . _ . . i., ,» . - .. , �.. ._ , _.,�a..., _ . .,, . ._.._... , ._ ... ...... ...._ .. ., , �_ ....w .. u , a.c . 1y ' Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 � GVF Out ut Data' � �. r � 4 R=' � � � � °� u� � � . . , _ -p _.� �, .� .,_,�x ,��.�za. �� ., � �,�,.�� a.��.��, ri., ..x.,.�_.r, _. E. �. ,.,, �._. � n�,.�... ._ Upstream Depth • 0.00 ft Profile Description • Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity fUs Normal Depth 0.57 ft Critical Depth 0.52 ft Channel Slope 0.00500 ft/ft Critical Slope 0.01178 ft/ft • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:25:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Rating Table for IN-TRACT STREETS (HALF STREET-CLTO R/W) W/ AC � ° ' Project Descr�ption� ; � '' . ._ . .. „ . _ .,.. .,...� , . �..4. .�., _ ._ _ .. _..,�� _._ .... _.� a. . _� ..�� _�� e. .?.._, . _t .,,N_ �� " _..G, ��•ti-:.,. .,_ w ,ti: ...___ � Friction Method Manning Formula Solve For Discharge „ � � -. Input Data � � .� �� ' � � � � , � �� ` -�,.�; �� y � y" F� � � `� : _�_ <�.�.._ .:.,.� _ �v�..�.e�,� �.�-�� _.>,,,_ _�- _,._��.��_� .,,��,�.�ndk�z,.�..�.� z_ ��._ :u._ .{ _..� ��.__..: �.;..0 __.,. Channel Slope 0.00500 ft/ft Normal Depth 0.57 ft Section Definitions 4 �' : °fi .,Y k� 32r 3 . �: Station, (ft) ��'� Elevation (ft) n 10+00.00 0.33 10+00.30 0.83 10+00.72 0.83 10+01.32 0.10 10+01.50 0.00 10+03.00 0.33 10+15.00 0.57 � 10+27.00 0.33 10+2g.50 0.00 10+2g.g0 0.10 10+2g.30 0.83 10+29.72 0.83 10+30.00 0.33 Roughness Segment Definitions k x� � � ' °� � r sr< �' '` � ,, ; y �. �i� " .� . ; � � � ; � u , ; Roughness' , ;'Start Station �' .--Ending Station� Y " Coe�cient � � (10+00.00, 0.33) (10+03.00, 0.33) 0.025 (10+03.00, 0.33) (10+28.50, 0.00) 0.015 (10+28.50, 0.00) (10+30.00, 0.33) 0.025 ., � $ E . � x � $ � . . j � � �' y � ,� . �'� �' � 1 : �' f A . , . �s � � .. � : . : � � , ; � r`va �� y . r r zsd)7-. � . .� - ;,� � � � a, * f�� s � z �v °�z�� 2 �'�-' =� a a=' �* � , r `�+` � : � -�-� � ' a .� 'U � Channel Slope (ft/ft) �', Discharge (ft'/s) :��, Velocity (ftls) , Fiow Area (ft� Wetted Perimeter�(ft)� Top Width (ft) F �� : , .. . . �s . • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:25:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +�_203-755-1666 Page 7 of 2 Rating Table for IN-TRACT STREETS (HALF STREET-CLTO R/W) W/ AC � " * , � �; � ��: � �� . � � �� f Mp Input Data� � � ��, �, � ..; � , � � � , _ < � n ... , � � _�i _ ; W�� :, ., = „ , .:�z` _. .. -: ��: . .,�<:° : k .. ,_ y , , _;,�x: , r , .. ,....,.�� x.�.... , . .. .,5;,�. .... . _ .,. , .,.�.� � �� ", r y � „� � e'c� '� a� �,� �.,� '� � � � � ' ' .� , �.�+ l'y� '� � � �� s � �r�� '� r a � � -. s x � 1 Y " ' a �' 3 � � � 3 ¢� . �� .. � � �'� � � f: , �' �: � �. , '':, �' # '; �, v .. �. . ' Channel Slope�(ft/ft), Discharge (ft'/s) �'A` Ueloaty (ft/s) , ' � , Flow Area (ft � Wetted Perimeter {ft) N Top W�dth (ft) �� 0.00500 6.78 1.51 4.50 29.81 28.47 0.01000 9.59 2.13 4.50 29.81 28.47 0.01500 11.74 2.61 4.50 29.81 28.47 0.02000 13.56 3.01 4.50 29.81 28.47 0.02500 15.16 3.37 4.50 29.81 28.47 0.03000 16.60 3.69 4.50 29.81 28.47 0.03500 17.93 3.98 4.50 29.81 28.47 0.04000 19.17 4.26 4.50 29.81 28.47 0.04500 20.34 4.52 4.50 29.81 28.47 0.05000 21.44 4.76 4.50 29.81 28.47 0.05500 22.48 4.99 4.50 29.81 28.47 0.06000 23.48 5.21 4.50 29.81 28.47 0.06500 24.44 5.43 4.50 29.81 28.47 0.07000 25.36 5.63 4.50 29.81 28.47 0.07500 26.25 5.83 4.50 29.81 28.47 � 0.08000 27.11 6.02 4.50 29.81 28.47 0.08500 27.95 6.21 4.50 29.81 28.47 0.09000 28.76 6.39 4.50 29.81 28.47 0.09500 29.55 6.56 4.50 29.81 28.47 0.10000 30.32 6.73 4.50 29.81 28.47 0.10500 31.06 6.90 4.50 29.81 28.47 0.11000 31.79 7.06 4.50 29.81 28.47 0.11500 32.51 7.22 4.50 29.81 28.47 0.12000 33.21 7.37 4.50 29.81 28.47 0.12500 33.89 7.53 4.50 29.81 28.47 0.13000 34.56 7.67 4.50 29.81 28.47 0.13500 35.22 7.82 4.50 29.81 28.47 0.14000 35.87 7.96 4.50 29.81 28.47 0.14500 36.50 8.11 4.50 29.81 28.47 0.15000 37.13 8.24 4.50 29.81 28.47 � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:25:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 � • APPENDIX E : CATCH BASIN CALCULATIONS � � � APPENDIX E.1 CATCH BASIN �$1 � Worksheet for CB NO. 1 � ; � � � � � � �� Pr.o�ect Description� " � � � s � � __ 4._.. :_ �..�. �...... .��.�. � .>�� o�._ .. _. ... .�. � _,. w..�_�.�... � __.. `.s Solve For Spread Input Data . �. : ,,��. . r. ��» . , ,, . . �� ... �� +� � � � _ . �.. ._ . __ �... . Discharge 6.16 ft'/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 4.00 ft Opening Height 0�83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees � � --� .� � . � � � �-, : Results� .., ... �. _ ..,� :� _. .. ,��:. �_„ c�.... � ,.�g�:,,�� .��..�.'°. �.�.,� . ��:`,� F _. �.'�.�. Spread 19•27 ft Depth 0.47 ft Gutter Depression 0.09 ft Total Depression 0.42 ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley PlowMaster [08.01.066.00] 12/5/2008 1226:04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 � � APPENDIX E.2 CATCN BASIN #2 � � Worksheet for CB NO 2 Pro�ect Descraption � < �� `� '` � �� ' y �` , � �;�� `�`� . ..s< ..,9 ,... � �w__.. _... ....�_,, ,� <a. . ._.,_.__>r�.._,.... .�t.......a ,.,.. ��,o,� �,.... _....._ � Solve For Spread �-. ; � < � Input Data ; '�� ; =y�� '� � ... . .w..' ....... .... �, _ .w .. W .�. ... m;.��. ... . , , �.,_ ��:._ . . .�7 . �,_ ��u. ,_�_t __: ,. .:� . �� Discharge 5.57 ft'/s Gutte� Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 4.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees R@SU�tS � � . � i , t � ... _ ....�. ....> .,. _ .�. .., a _._. � , u . � � . ... . . ... .. .. �� .. . . . ... . .�..u. ,.� a,:, . .4. . Spread 18.01 ft Depth 0.45 ft Gutter Depression 0.09 ft Total Depression 0.42 ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +�_203-755-1666 Page 1 of 1 � � APPENDIX E.3 CATCH BASIN #3 • � Worksheet for CB NO 3 m ` v � -: r� z- .a's� : u ,� k`a=e � �., �. 7�'" X �i -� .� �, "�' � �., '�u : : Pro�ect Descnption �� , � �� § �� ; � � r �� °�` : "�� ..... . ':. � »� �.a� t�`s � �� a � �,� �� sr- ......:� _�<:....s.� .,H;.._.._. ... .. . . .. .... .. ..._.k�..._ ..., . _,_..�._ .__� .:-. H.- ��.:. �.�a,� .�....,�.��,x..,,�__a. . Solve For Spread - � � v �r � r �� , r � � � �" ;3 s � ,� rS �.` .� 't b �»z« � r .: � H '�' r � z � �" " Input Data � 5�, _.,. } .� �� .,�$,°�_._.W... .. ' � �z � � � � _..��. �. .__�..�......� . . .�. .,. _ a.. �. . _ , . _...� �..... ,.... �.� � �,?..�_�.�, .�... . . _...._. Discharge $�14 ft'/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 4.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees x �,; � , � � ^�' � � � t . ,: � l ' :�K^ � � L : x'� 7 ) _ , � 5 :� _ r 'R@�U�tS�.. a ,. � :- �p , � ..,, ..; p ,.;.�, �,� �,�,, .e. � � •,. . . _ _' .,.,,e ��z� �..�n.. � ..;�.,.. _ _ _ .,,.. Spread 23.19 ft Depth 0.55 ft Gutter Depression 0.09 ft Total Depression 0 ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 � • APPENDIX E.4 CATCH BASIN #4 � � Worksheet for CB NO 4 , . � 7, e '^' a � x xY' i . _ � ' '.t* � y Project Descr�ption �� ; � `� �� ' � '"� � �� > � z� n .�� ._._ �. _��. :y ...�,_..k.ay, �r ,� .�,.._., .� �e ��..� � ...._ _ � � _., . _.._ _ . � , � a�e,��e. �... � _.5�_ ..�.�F._ Solve For Spread � Input Data� � �� " � �� ` ' � � z ,F ,. ' ^ .'�" �,. _ Y ' � �� . , _ . . . .. . . . .. .... . . _.. .. , . ,.. . Discharge 25.75 ft'/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 14.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees Results : �, ��'�� ':a � r x �,� �'� � ` '�i , '�.� : :, � s- a � -. r � i �, ,.x.._r _..�,.. _:�: .. _. ..�`Sr,_�G.. ,,.:n�.,? ._.,rM.... �.� �a_a, ...< . . .... . „5? _ .W. . _ .., . ... ,, z....�. �,�'. ,.�.,�. . . , _ ,�. ,_ a. � ,�'r.:, Spread 32.67 ft Depth 0.74 ft Gutter Depression 0.09 ft Total Depression 0.42 ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 72:26:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 � � APPENDIX E.S CATCH BASIN #5 � Worksheet for CB NO. 5 � �. � �� s� �� Pro�ect Descnption 3�° � � � �` � � `� �`� � �� ,� �� , �� ,� � � � � �� u � ..�.. . . �_.e ..__.___ :_.._ �..._�._._°..� .___._.._� _�..��...�....,� .W�.�,.t___�..��_�.� -_ � Solve For Spread Input Data { � �� ,� � � � � '�l t xl F < � . . .. .. ....... �. ....... . �. : .,. . ., .. .. . . , . �: > _ .. .. - _.,. ... . ,.., , a� .. .« ,.., _> . . ... ..,. _ � . ... .... ,,... .. ..,.. .., a _� . . , . v ,,,.. � : ' __. ..,_ . .,_._. v�a, r � Discharge 25.75 ft'/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.02 i�/ff Curb Opening Length 14.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees 'i `S�, �� : z.� ri- �, � _. .� � -: : : : � -� �. �. �� y �... 1�` 4 �' "i r°� �-�, . Results x r . � � � : �' � � �- � :;,� �- � � � � � � , � .�` � „x,�� .2, ,�>..�,�3i� ... �.",�r� „�� : » „ . _., m. _.. _� ��,,_6 .z��'� .�� .`�. �'�� _.;�..�r � . _ _ ,� . . ..a. � � � �._ Spread 32.67 ft Depth 0.74 ft Gutter Depression �•�9 ft Total Depression �•42 ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755•1666 Page 1 of 1 � APPENDIX E.6 CATCH BASIN #C � � ' Worksheet for CB NO. 6 :. h�" , - S - .�' �' 6 � �„� S V Project Description - � � ° � � � �� n �... ,..,., . .. _ ��. : .,� - _ � , ...�, .. . �� _, . . -� e... ,. ,_ �. .. �w. _ .�� , . y_ � ._ . ,. , . � , �; , . .� .. .. �� .�.. i Solve For Spread x � ; � � r , a � � Input Data�. � � �� _ � ' ; � ,r � � ..,.r.... k ,. ...,�....._, .. .. .. � . �,,,,... . . ..� , aT. ... -F.. ,,.., , ..� F. . � ... .... ..., u � . ..�., .. _ , . � ,. , .. , � __ . , t3'. Discharge 5.30 ft'/s Gutter Width 2.00 ft Gutter Cross Slope 0.06 ft/ft Road Cross Slope 0.02 ft/ft Curb Opening Length 4.00 ft Opening Height 0.83 ft Curb Throat Type Horizontal Local Depression 4.00 in Local Depression Width 4.00 ft Throat Incline Angle 90.00 degrees . = x' r _ -u" , z.s_u ��# � .2 4 z � R�,_�5 �`. 3 '�`' " � ReSU�tS `-�'"� � : � � � ` � .r,,.� �� ,�.:� � � � • , �. � .� ,.=� �.� ,. . �- . �. .�� ,..� : � ,�,.� ..,....,h... .�. . , i. GrutF��v.... � a.o ....� .... ....� ....,� ._,. . �. x.u.,3,.,r... . ,un.. . ..... Spread 17.42 ft Depth 0.43 ft Gutter Depression 0.09 ft Total Depression 0.42 ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 APPENDIX F: PIPE SIZING CALCULATIONS - NORMAL DEPTH � � APPENDIX F.1 LINE �� A-1" • � Worksheet for LINE A 1 �� _ °�- � ,� � � � � � _ � .� � .� � � �.�� ,� �-� � � � � �.� Pro�ect Description�'� ; �� 3 � � �`�� . .��" � �� .. � � ��"� � `� �� _��°� � �� : ��` £ ' .... ��.. _. ..-. �._�,.�.� � _ . .�._.��,�<..,_,.._ ��,_ _�_,�., _W.. _ _ _, ,.. _ ,,��.�� Friction Method Manning Formula Solve For Normal Depth � u�.i �. - .,-z : sz �� ` �� 3 S k p'?„'+� : �`.z,.. � ��, �. *' -3 .,+a Input Data �� ,� . ��,�� F �;� � � � � ,� ��;� F �� 3 �� ' � �� . �. .ru.,,,_ ....:._ � , .. ., s..' ., ,v>..Y41F:��$ ..0 _,.:, ... ..>.�.. .,�., :_ ,,.....'a�m�.afs�z�� :a.«.x.Ea,..',�'» �� _.,._, w..,,n&«. � ...e_ . ...... ,, w.a.v � .,-.. ��.... Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Diameter 1.50 ft Discharge 5•5� ft'/s r ; r � � � �, �� "� '„� ' °�� Results � � �� '� - �� ° ` . _�... . ..,,s.,..,, , , „ _ ,i . „ f . ? . : , a. . , i ,. . ,< ..� „ . �36��` . ,., ..., . . . ., _ Normal Depth 0.9� ft Flow Area 1.21 ft2 Wetted Perimeter 2•8� ft Top Width 1.43 ft Critical Depth 0.91 ft Percent Full 64.6 % Critical Slope 0.00602 ft/f� Velocity 4.61 ft/s Velocity Head 0.33 ft • Specific Energy 1.30 ft Froude Number ��89 Maximum Discharge �•99 ft'/s Discharge Full 7.43 ft'/s Slope Full 0.00281 ft/ft Flow Type SubCritical � � � �, � � � t GVF InputxData .... � ,�.� �� '. �� . .�` , .. �, � �� ;° Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps � � � � � _ �� GVF Out ut Data` -` �,, �� s �, � r , � � , � �� .. . �� , � ,.. '�, r . a -,,: „ an , . ,��,�� . , . , . . . . >. , .. .. . �,�, � . , Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 64.63 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity f{/S • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 � Worksheet for LINE A 1 GVF Output Data �-� � � K ; `� � � ` � > $�` '� y � 7> : >� <x s �� ,� , � � ,�; ,� .... ..... .... _. � _�..... . . .�ti_. .. . , _� ,.. � .. �,.� ��_�� .,,.. � r, ., � ,. � .__. _ _ . � . ,. �..� . ,. �_ a � ��-� , �� Normal Depth �•97 ft Critical Depth 0.91 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00602 ft!ft � • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 • � APPENDIX F.2 LINE ��A-2 � Worksheet for LINE A-2 � Pro�ect Descnption � ��:.�a.��_ � �� a � ��__,�.�, .. _.a.. ��. �.._. �� r� ..._..x � � -� � � `� � �� . ,.,,_._,. A .. . .�....a.,.,...� .S^a�z .,KS. ....,.,.. __ .�ar� .. ..,. . , .,.w,m�n... L.s� �. �Sa'.,d«...s . ....., ixv. A_ ` � __„ �..1"cL,. Friction Method Manning Formula Solve For Normal Depth � i�� .� . . s m�r, � t C e '�' ,�-« �, �^ .a�' � � t" � ,.,� -� "� . �. ,� ,t - Input Data` � ; � �� , . ; �� n - �� . g ';� % �� _ .. _ . �.. . . _. .. r , w, _ _�_ ,..� .. . .�� u�.,. . Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Diameter 2.00 ft Discharge 8.14 ft'/s �v� �t2��' =� ;� °^'�" � �z: a Results , � ., e . � �� _ , �� ,:,. � . ., . ,. �. ._,., � ,k � � , � � ", � � � _ _ . �. Normal Depth 1.01 ft Flow Area 1.59 ft Wetted Perimeter 3.16 ft Top Width 2.00 ft Critical Depth 1.02 ft Percent Full 50.5 % Critical Slope 0.00491 ft/ft Velocity 5.11 ft/s Velocity Head 0.41 ft � Specific Energy 1.42 ft Froude Number 1.01 Maximum Discharge 17.21 ft'/s Discharge Full 16.00 ft'/s Slope Full 0.00129 ft/ft Flow Type SuperCritical � � ` _ _ � �` , t GV�F Input'Data �� ' > �..' �� ,`� r � y � ... ,. .,_ H ,,. w_. . ... .. . , , , , , . . , . _ „, . . , ..��'� ,,,,, . , , a,., . . � ,..... , ,.,. . .. , . . � ..�1-zi Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 ," - � s ' � r �c x � s : ,� a�z �-, r ,� �. � GUF�Outpiat Data � �� = � :,; ;°� �`,.� �� `� .. . �<; � � `�s��. �.., �: � t . �,� ,,. : ��.� .... `� ��..: Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 50.49 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 1226:23 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +7-203-755-1666 Page 1 of 2 • Worksheet for LINE A 2 , y ::m. � .' ; "7�. s,� �� : .� � �i � � y� � r »"�, --�- '7� x : �1 � . � .r GV.F Output Data � �� . ; � �,�` ��,� �� - �� ..� ��` ., ..� . � ��,.�..,. ��, _�� r,�., _. ... _ .,.� �.. _.. .. ..�v�. � �M,� z . � : � : , , � ��: �.....K �. _.. _ ..�..� � ..,. ._� . �.... Normal Depth 1.01 ft Critical Depth 1.02 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00491 ft/ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 1215/2008 12:26:23 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 � • APPENDIX F.3 LINE ��B-1" � • Worksheet for LINE B 1 ,: ProJect Descnption r �� r� �F , �, ` , -��'° :;� �- �- ^'�� '� �� k r � ' �`�` € � �� < ,.. o., a . .,.wb e.s._ �°.'�sR. v..,_.._, a...., > x<.,_.. r_ . R_,_... .. , a .�,. �,� �aH°;..,,.:.�...a,_ M ,'�>, w_�, w.�.: sew,,......: xi.... ,�-,,, �� ._ , .._a.�. __ .,,._:,.�.�.� �,� . _ . _,.w�a,.�...� .. ��4 Friction Method Manning Formula Solve For Normal Depth v,. , ' S� . 3 �`- � 3X I +7 '�`""'kz' f a". � t �. '2R :: F � y 5" e Input Data' � � � � � ,� a� y �� . . , .r...... . , _. .w �.,.. _ ... � __ �,_. .._. . ... .,. >..u, �,.. ,.._ �� . , .. �:�r Roughness Coe�cient 0.013 Channel Slope 0.00500 ft/ft Diameter 2.50 ft Discharge 25.75 ft'/s Results W� , � : � .. : . � ,... . u, �;�,� . :Y� �...�� . � Y .,. � � �.� r � � �, � _.. . � , ... .. . , r , . , 3 .. . . Normal Depth 1.83 ft Flow Area 3.86 ft Wetted Perimeter 5.14 ft Top Width 2•21 ft Critical Depth 1.73 ft Percent Full �3•3 % Critical Slope 0.00580 ft/ft Velocity 6.67 ft/s Velocity Head 0.69 ft � Specific Energy 2•53 ft Froude Number �•89 Maximum Discharge 31.20 ft'/s Discharge Full 29.00 ft'/s Slope Full 0.00394 ft/{� Flow Type SubCritical ,-:' n % -� ° � : � k , � �- � � a 4 .�,s�� 'c s� 3��a� GVF Input';Data �; ; � � �� :�: g , s � ��... . �� . . ��, , , ..-b.� -..: : „r � �. ,,. �,.,., . ... ,.., , , . . _,. a . , .. ,� , � ...� ' � Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps � �r �:; �: : �` � z�. � � .x ". ,� �"�, � � � ca- � '''� � , ,-�. :. ,� .r � `� �, a ' - � '.s� ..� F ,� � GVF Output Data r � � � � �Y x � � � � � ; � € : � �� <s � m. � .� . ., , . �, �, ��.a, ... �,. �,..a _ .. .T ..� � , ,. �..,. �.. .p _ ... ., �A,�,. . _ ..� � , :ti��... Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft . Average End Depth Over Rise 0.00 % Normal Depth Over Rise 73.33 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/S • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for LINE B-1 � „ , x GUF Output Data ' ` ` � F_.,. .� �� . __ ._.: ...� _ ..� � ., a�,.A._ _ �... _ _.. . _ .�. .. , ..w ��_�, .... _�. ,�. � ._ ... ... ...... .. v. _ . ..w....._ .., , C , ._ .,.a... ,_ _. Normal Depth � �83 ft Critical Depth 1.�3 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00580 ft/ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1_203-755-1666 Page 2 of 2 � � APPENDIX F.4 LINE �� C-1" � Worksheet for LINE C 1 _ , Project Dsscription �� '�� ,�.. 4 � ° , � � '� . _ �. u_ . . .... . ,.�.... � >. .. . �_...� ,. . �_� , . _ A.. _ < _��.._ _.. .0 . .�: .. . � ,..� a,. . .. .. � '. Friction Method Manning Formula Solve For Normal Depth Input Data� ; ': ' � � � � � �'� �' � � �, 3 � �'� �� ;: j � � 3 _.,.__.... ..... .. . . <...�. . ..._..M.,m. . _..._.. ...,.�, . ,�.a, .. ..,?„��. ..,�. ...., ... .� . , 1 ?,��,.:, , .. _,1��.. ,w5.. .. .. . Roughness Coefficient 0.013 Channel Slope 0.00500 ft/ft Diameter 1.50 ft Discharge 5.30 ft'/s .,-:. ,. -'. p - - �¢` �". '� C� S �, n'� ! T ! "� � Lk �' �az� . s . Results ° " . L ` � �" � � s � ,'� � , �� ...� . •� .. �. 2� .ri . , <,. ,,. . ... . � .. .B ._ _ y n_ . �_.., ,� d�,.>.,.. ., _. � . �� .�ti u . t.y Normal Depth 0.94 ft Flow Area 1.1 ftZ Wetted Perimeter 2.73 ft Top Width 1.45 ft Critical Depth ��89 ft Percent Full 62.4 % Critical Slope 0.00590 ft/ft Velocity 4.56 fUs Velocity Head 0.32 ft � Specific Energy 1.26 ft Froude Number 0.90 Maximum Discharge ��99 ft'/s Discharge Full 7.43 ft'/s Slope Full 0.00254 ft/ft Flow Type SubCritical 7 ' � r t w x 3 ;�, � 'a v�.� �� :+ L ��a� �.�� cwe. ��.5� "+�� . ir a. fi�� a �r - � - � . , GV� Input �a�. .� ., °.. � _.��x�� .�. �`��"��-��.,,.,_.��'��`��',»��`��,��x`��. ��.�: �..r�� , .,�':,. .� ,.. ��.�� _.. _a� ..._ , . ,� ,�.,,�.. Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 .; �. r � � �; �„ x : , � ,�:.. � � � 7�s: �. � a x B' a s. �� : � x�. ,�'t° ,�" r,.w� - r �"�� : � -- � � 7 � GVF Output Data � ��:,.. �� $�� >�- �� ` .� �� ,� f � d�� ,��. 3 : ' � �_ .� �... .,... . F� .m, ,._.,, d..<. ,..� �,�.,,,�,w�,.,.>,.,��,,r, ,_.��:�.�.r�_,.,�.a,. �_ .__. .. � .,�,� �. .��.�,. �..�.. _._. Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft • Average End Depth Over Rise 0.00 % Normal Depth Over Rise 62.44 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:26:27 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +7-203-755-1666 Page 1 of 2 • Worksheet for LINE C 1 � x � � � � � � G VF �Outp.ut Data� � ��`' ,� ad .� _: ��,.��aa; M�� ,_ �� 4£. `�'r'E£��e �� S u� � ¢ Y ��'�� 4 rx � ��,�a � ...� ..,... .�.,. .., ,. �., � ., .. «.�. . _::� . � .,a, . , �.. _ .. ..,.� , _ s o. .. _ _. .w,.,, .�...a. . ,._ ..... , _..x e ,..�, . � .m . .,�, , ..� , �...,x,.�. _x „ a � .,..�'m...� .x . . �..t�-.?a.. Normal Depth 0.94 ft Critical Depth �•$9 ft Channel Slope 0.00500 ft/ft Critical Slope 0.00590 Wft • • Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/5/2008 12:2627 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 � � APPENDIX G : POROUS LANDSCAPE DETENTION WATER QUALITY CALCULATIONS � • . APPENDIX G .1: DESIGN VOLUME CURVE � • • • R7yy i�y F�yy Rqyy R31N R2W R1W R1E R2E R3E R4E R5E R8E R7E R8E T15 T7S s�N �snu�o� ro�� _ .� I�MraLaiia � �^0��. '•-� -, ; �� •-•._.._..-_.; _.._..�•-�-•--.._.._.._.._.._. � - � � � f . A� � �� \`�. • �� ' � � � . f �� ; _ � . .. i T2S "� � '_ _ 1 _ , t � .81 - � •_ _ - ` " � ] � � � . ! � '4@sert Hot Sqirgs Fast . . , , � 120 i t - -" - � ' . -� � -- ' ' - .� ,t5 ; • U 92 � . . � - . N. ... � $OIAM� ' __�-- \�._ �_' � - '�'- - -- �- ---- ; - �- � -_-- � - -- �.L,..- � -_ _ - . .. 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B SLOPE VALUE FOR DESIGN VOLUME x � � 3� �1 24 (2) � CURVE APPENDIX A ' �� . �'�,;,.,,�`� , �. ,, . � C SEE CURVE APPENDIX A D CURVE FOR UNIT VOLUME GRAPH DETERMINE RUNOFF COEFFICIENT DETERMINE TOTAL IMPERVIOUS AREA 3.291 (5) � DETERMINE TOTAL AREA 20.960 (6) DETERMINE IMPERVIOUS FRACTION (I) 0.157 (7) DETERMINE RUNOFF COEFFICIENT C C= 0.858i - OJ8i + 0.774i + 0.04 0.146 (8) DETERMINE 85% UNIT STORAGE VOLUME USE FIGURE 2 AND DRAW VERTICAL LINE TO Vu 0.18.1 (9) DETERMINE DESIGN STORAGE VOLUME VOLUME OF BMP (IN-ACRES) 3.785 (10) V bmp = (9) x (6) VOLUME OF BMP (FT-ACRES) 0.315 (11) V bmp = (10) /12 VOLUME OF BMP (FT 13737.800 (12) V bmp = (11) X 43,560 � • . � FIGURE 2: UNIT STORAGE VOLUME GRAPH � 2 �., � �s� � ° l�'�� r� � � � �. �a� i�t'� � 3 , �. w� "�u 3t� �, �� 3 � :: �, �s m �. � ��. 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"��#�'��`.r ��,�n�l�'��3',�;� 0 0.2 0.4 0.6 0.8 1 1.2 1.4 RUNOFF COEFFICIENT (C) � � APPENDIX G. 3: POROUS LANDSCAPE DETENTION INFILTRATION RATE AND OUTFLOW CALCULATIONS � TENTATIVE TRACT MAP 30434 POROUS LANDSCAPE DETENTION INFILTRATION RATE AND OUTFLOW CALCULATIONS • Infiltration 2.00 in/hr Rate 4.63E-05 ft/s Porous Landscape Detention "A" Bottom Area 2619 ft Basin Infiltration Rate = 0.121 ft/s Porous Landscape Detention "B" Bottom Area 6480 ft Basin Infiltration Rate = 0.300 ft/s Porous Landscape Detention "C" Bottom Area 1236 ft Basin Infiltration Rate = 0.057 ft/s Porous Landscape Detention "D" Bottom Area 1355 ft Basin Infiltration Rate = 0.063 ft Is � • O:\132.05.08\Tentative_Tract_Map\Engineering\Hydrology_Plan\Spreadsheets\BASIN VOLUME CACLS- 120208.x1s Bioretention Design Page 1 of 1 �� `� i ,�'�" �;� �`�'.'�'Us�f�� ,r��,v-� ,�,.�r�: �_� �� ''" � "� ` x��° � ..�...... �«„�.�a -,.x,.,< ,.. . ,�`' � � �� "'.� s""� �. »�-�,�.;�.�. {'. �,.,.... , ...... a'�'' ..-�i�"�` .�:'v��,K <' � ��p� { . a � t � �t� k�r �>, ��'�`.�� ' � � x' �' �°^'� � y� � �� a�� .�'� R .` � : �� a � rP�'�� , �. ��-��`� � ��s s�� t 4 �� .,.a3 $' -�"� � y ' �,4&�� y � ,�, r, .� n� ��*� j �� g ' i� + � /�/ r � �i � � y{ �� / � �� .":x�� h� ` � � -,� "e � xr / � ; r' m� � v'�. �� ;'^�, ��4Ai'MlK��/� `� ''F � �, ,� h � d f .. , �, �. 9, 'x, � � �� , �.� 3�� :✓� X� 2 , �. �� y�., � � �J �fd.4�s.#��.� . � r � k. t �3°� ds � ,.��. � �� ,€a''#�`z 4� �in ,s+�xi � i '*,._.,,�a,.,s.: .: �.,��.�.n " ,�r,�snJ,.c-�i,.�.'�. _.s.,,. ,.�..zt�s' &� „�,."'� z .c�„s.....v,d� o.�'.`_, �fu.,T,� � '� � F-. ":,.,..R,.x �� ;�;� �-- �- �. �--� �.. ,,�� ,��...,. ,.,�,�, �?�� _�.,� � � �� ; - a� N� x � �. r,.�, ,�„ < � �� m- . .� - � � � . � �, _,� oa� - _ �.,... .� ., . v.: y . .�.-�. � A �, ., ,�� w .. . . �,.... �.�..,� ��,.., ��, . � �.�, n..,.. �� Soil Media Mix Selection of the appropriate fill soil media for a bioretention area is important to ensure '}�� +1�'' �"; adequate drainage, reduce pollutant loads, and support plant growth. � The following "recipe" for a bioretention soil media, or fill-soil mix, works best: � �;, � rE � � a , �� P r� � � �, . 85 to 88 percent sand. A washed, medium sand is su�cient. A USGA greens mix is �� =��, "£�'¢�� not necessary and can be costly. ' � �` � ��,; .� : . 8 to 12 percent fines. Fines include both clay and silt. '�r�,"` ,�, , �� j ; 0 12% to obtain 1 in/hr infiltration rate for nitrogen removal Ps ' r� � 0 8°/a to obtain 2 in/hr infiltration rate for phosphorus, metal, and other pollutant removal . 3 to 5 percent orqanic matter_ Studies in Maryland have shown newspaper mulch to be �,_ :h an ideal source of organics. In North Carolina, peat moss has been successfully used. Soil Chemistry To support plant growth while removing phosphorus from runoff, the fill soil must have a P-index between 10 and 30. If the bioretention area is not designed to reduce phosphorus in runoff, a P-Index for the fill soil of 25 to 40 is recommended. For additional information on the soil P-index, visit About the P-Index / P-Index Conversion. In addition to having a low P-Index, it is best for fill media to have a relatively high cation exchange capacity (CEC). Higher CECs describe soils that have a greater ability • to capture and retain phosphorus. While a minimum CEC has yet to be established, CECs exceeding 10 are expected to work relatively well at removing target pollutants in bioretention systems. • http://www.bae.ncsu.edu/topic/bioretention/design-soil.html 1214/2008 � � APPENDIX G .4: POROUS LANDSCAPE DETENTION STORAGE VOLUME VS. OUTFLOW � � � POROUS LANDSCAPE DETENTION "A" � • POROUS LANDSCAPE DETENTION "A" Contour Contour Contour Contour Total Outflow Elevation Area Area Interval Basin (cfs) (sf) (ac) volume Voiume ac-ft ac-ft 1119.8 0.0 0.000 0.0000 0 0.004 1120.0 2618.57 0.060 0.0040 0.119 0.065 1121.0 3064.29 0.070 0.0692 0.12 0.076 1122.0 3535.13 0.081 0.1449 0.121 0.087 1123.0 4031.12 0.093 0.2316 0.122 0.098 1124.0 4552.23 0.105 0.3301 0.123 s • BASIN VOLUME CACLS-120208.x1s � o POROUS LANDSCAPE DETENTION "B" � , • POROUS LANDSCAPE DETENTION "B" Contour Contour Contour Contour Total Outflow Elevation Area Area Interval Basin (cfs) (s� (ac) Volume Volume ac-ft ac-ft 1119.5 0.0 0.000 0.0000 0 0.025 1120.0 6480.12 0.149 0.0248 0.298 0.157 1121:0 7201.22 0.165 0.1818 0.299 0.174 1122.0 7947.46 0.182 0.3556 0.3 0.191 1123.0 8718.82 0.200 0.5468 0.301 0.209 1124.0 9515.32 0.218 0.7560 0.302 • � BASIN VOLUME CACLS-120208.x1s 0 � POROUS LANDSCAPE DETENTION ��C" � � POROUS LANDSCAPE DETENTION "C" Contour Contour Contour Contour Total OutFlow Elevation Area Area Interval Basin (cfs) (s� (ac) volume Voiume ac-ft ac-ft 1131.5 0.0 0.000 0.0000 0 0.005 1132.0 1235.69 0.028 0.0047 0.054 0.033 1133.0 1688.16 0.039 0.0382 0.055 0.044 1134.0 2174.95 0.050 0.0824 0.056 0.056 1135.0 2682.59 0.062 0.1380 0.057 0.068 1136.0 3215.35 0.074 0.2056 0.058 0.080 1137.0 3773.25 0.087 0.2858 0.059 � • BASIN VOLUME CACLS-120208.x1s � � POROUS LANDSCAPE DETENTION "D" � � POROUS LANDSCAPE DETENTION "D" Contour Contour Contour Contour Total Outflow Elevation Area Area Interval Basin (cfs) (s� (ac) Volume Volume ac-ft ac-ft 1147.5 0.0 0.000 0.0000 0 0.005 1148.0 1355.07 0.031 0.0052 0.062 0.035 1149.0 1661.55 0.038 0.0398 0.063 0.042 1150.0 1993.18 0.046 � 0.0816 0.064 � • BASIN VOLUME CACLS-120208.x1s � � APPENDIX G .S: BASIN "A" WATER QUALITY ROUTING CALCULATIONS � • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 12/04/08 --------------------------------------------------------------------- TTM 30434 WATER QUALITY ROUTING POROUS LANDSCAPE DETENTION "A" FILENAME: WQBASINA Program License Serial Number 6045 ********************* HYDROGRAPH INFORMATION ********************** From study/file name: WQBASINA.rte ********************** Hydrograph Information ************************ From manual input hydrograph **�**��**�****��*********HYDROGRAPH DATA**�+��****��***��*��**�� Number of intervals = 3 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 8.460 (CFS) Total volume = 0.233 (Ac.Ft) • Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ��********�*****�*�*��+�*********�+***�*��***��***�***��*****�***** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data Total number of inflow hydrograph intervals = 3 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) Initial basin depth = 0:00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (AC.Ft) 0.000 0.000 0.000 0.000 0.000 • 0.200 0.004 0.119 0.003 0.005 1.200 0.069 0.120 0.068 0.070 2.200 0.145 0.121 0.144 0.146 1 • 3.200 0.232 0.122 0.231 0.233 --_ 4.200__ 0� 330_ 0. 123 _-_ 0. 329 -__----- 0. 331 -_ Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; '0'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.1 4.23 6.35 8.46 (Ft.) 0.167 0.00 0.00 0.000 O I I I I 0.00 0.333 8.46 0.12 0.057 O I I I I 1.02 0.500 8.46 0.12 0.172 O I I I I 2.51 0.667 0.00 0.12 0.229 O I I I I 3.16 0.833 0.00 0.12 0.227 O I I I I 3.15 1.000 0.00 0.12 0.226 0 I I I I 3.13 1.167 0.00 0.12 0.224 O I I I I 3.11 1.333 0.00 0.12 0.222 O I I I I 3.09 1.500 0.00 0.12 0.221 O I I I I 3.07 1.667 0.00 0.12 0.219 O I I I I 3.05 1.833 0.00 0.12 0.217 O I I I I 3.03 2.000 0.00 0.12 0.215 O I I I I 3.01 2.167 0.00 0.12 0.214 O I I I I 2.99 2.333 0.00 0.12 0.212 O I I I I 2•9� 2.500 0.00 0.12 0.210 O I I I I 2.95 2.667 0.00 0.12 0.209 O I I I I 2•93 2.833 0.00 0.12 0.207 0 I I I I 2.91 3.000 0.00 0.12 0.205 O I I I I 2•89 3.167 0.00 0.12 0.204 O I I I I 2•88 3.333 0:00 0.12 0.202 O I I I I 2.86 3.500 0.00 0.12 0.200 O I I I I 2.84 • 3.667 0.00 0.12 0.199 O I I I I 2•8? 3.833 0.00 0.12 0.197 0 I I I I 2.80 4.000 0.00 0.12 0.195 O I I I I 2•78 4.167 0.00 0.12 0.199 O I I I I 2•�6 4.333 0.00 0.12 0.192 0 I I I ( 2•74 4.500 0.00 0.12 0.190 O I I I I 2•�2 4.667 0.00 0.12 0.189 O I I I I 2.70 4.833 0.00 0.12 0.187 O I I I I Z•68 5.000 0.00 0.12 0.185 0 I I I I 2.66 5.167 0.00 0.12 0.184 O I I I I 2.69 5.333 0.00 0.12 0.182 O I I I I 2.62 5.500 0.00 0.12 0.180 0 I I I I 2.61 5.667 0.00 0.12 0.179 O I I I I 2.59 5.833 0.00 0.12 0.177 O I I I I 2.57 6.000 0.00 0.12 0.175 O I I I I 2.55 6.167 0.00 0.12 0.174 O I I I I 2.53 6.333 0.00 0.12 0.172 O I I I I 2.51 6.500 0.00 0.12 0.170 O I I I I 2•49 6.667 0.00 0.12 0.169 O I I I I 2.47 6.833 0.00 0.12 0.167 O I I I I 2.95 7.000 0.00 0.12 0.165 O I I I I 2.43 7.167 0.00 0.12 0.164 O I I I I �2.41 7.333 0.00 0.12 0.162 O I I I I 2.3.9 7.500 0.00 0.12 0.160 O I I I I 2.38 7.667 0.00 0.12 0.159 O I I I I 2.36 7.833 0.00 0.12 0.157 0 I I I I 2.34 8.000 0.00 0.12 0.155 0 I I I I 2.32 8.167 0.00 0.12 0.154 O I I I I 2.30 8.333 0.00 0.12 0.152 0 I I I I 2•28 8.500 0.00 0.12 0.150 0 I I I I 2.26 • 8.667 0.00 0.12 0.149 O I I I I 2.24 8.833 0.00 0.12 0.197 O I I I I z•22 2 • 9.000 0.00 0.12 0.145 O I I I I 2.20 9.167 0.00 0.12 0.144 O I I I I 2•18 9.333 0.00 0.12 0.142 O I I I I 2.16 9.500 0.00 0.12 0.140 0 I I I I 2•14 9.667 0.00 0.12 0.139 0 I I I I 2•12 9.833 0.00 0.12 0.137 0 I I I I 2..09 10.000 0.00 0.12 0.135 0 I I I I 2•�� 10.167 0.00 0.12 0.134 O I I I I 2.05 10.333 0.00 0.12 0.132 O I I I I 2.03 10.500 0.00 0.12 0.130 O I I I I 2.01 10.667 0.00 0.12 0.129 O I I I I 1•98 10.833 0.00 0.12 0.127 O I I I I 1.96 11.000 0.00 0.12 0.125 0 I I I I 1.94 11.167 0.00 0.12 0.124 O I I I I 1.92 11.333 0.00 0.12 0.122 O I I I I 1.90 11.500 0.00 0.12 0.120 O I I I I. 1•8 11.667 0.00 0.12 0.119 0 I I I I 1.85 11.833 0.00 0.12 0.117 0 I I I I 1.83 12.000 0.00 0.12 0.115 O I I I I 1.81 12.167 0.00 0.12 0.114 O I I I I 1•�9 12.333 0.00 0.12 0.112 O I I I I 1•�� 12.500 0.00 0.12 0.110 O I I I I 1.74 12.667 0.00 0.12 0.109 O I I I I 1•�z 12.833 0.00 0.12 0.107 0 I I I I 1.70 13.000 0.00 0.12 0.105 0 I I I 1 1.68 13.167 0.00 0.12 0.104 0 I I I I 1.66 13.333 0.00 0.12 0.102 O I I I I 1.63 13.500 0.00 0.12 0.100 O I I I I 1.61 13.667 0.00 0.12 0.099 O I I I I 1.59 13.833 0.00 0.12 0.097 O I I I I 1.57 • 14.000 0.00 0.12 0.095 O I I I I 1.55 14.167 0.00 0.12 0.094 O I I I I 1.53 19.333 0.00 0.12 0.092 0 I I I I 1.50 14.500 0.00 0.12 0.090 0 I I I I 1.48 14.667 0.00 0.12 0.089 0 I I I I 1.46 14.833 0.00 0.12 0.087 O I I I I 1•4q 15.000 0.00 0.12 0.085 0 I I I I 1•42 15.167 0.00 0.12 0.084 0 I I I I 1.39 15.333 0.00 0.12 0.082 O I I I I 1.37 15.500 0.00 0.12 0.080 O I I I I 1.35 15.667 0.00 0.12 0.079 O I I I I 1.33 15.833 0.00 0.12 0.077 O I I I I 1.31 16.000 0.00 0.12 0.075 O I I I I 1•29 16.167 0.00 0.12 0.074 0 I I I I 1.26 16.333 0.00 0.12 0.072 O I I I I 1•z4 16.500 0.00 0.12 0.071 0 I I I I 1•22 16.667 0.00 0.12 0.069 0 I I I I 1.20 16.833 0.00 0.12 0.067 0 I I I I 1.17 17.000 0.00 0.12 0.066 O I I I I 1.15 17.167 0.00 0.12 0.064 0 I I I I 1.12 17.333 0.00 0.12 0.062 0 I I I I 1.10 17.500 0.00 0.12 0.061 0 I I I I 1.07 17.667 0.00 0.12 0.059 0 I I I I 1.05 17.833 0.00 0.12 0.057 0 � I I I 1.02 18.000 0.00 0.12 0.056 O I I I I 0.99 18.167 0.00 0.12 0.054 O I I I I 0.97 18.333 0.00 0.12 0.052 O I I I I 0.94 18.500 0.00 0.12 0.051 0 I I I I �•92 18.667 0.00 0.12 0.049 0 I I I I 0.89 18.833 0.00 0.12 0.047 0 I I I I 0.87 19.000 0.00 0.12 0.046 0 � I I I 0.84 • 19.167 0.00 0.12 0.044 0 I I I I 0.82 19.333 0.00 0.12 0.042 0 I I I I 0.79 3 19.500 0.00 0.12 0.041 O I I I I �•�� s 19.667 -0.00 0.12 0.039 O I I I I 0.74 19.833 0.00 0.12 0.038 O I I I I �•�2 20.000 0.00 0.12 0.036 O I ( I I 0.69 20.167 0.00 0.12 0.034 O I I I I 0.67 20.333 0.00 0.12 0.033 O I I I I 0.64 20.500 0.00 0.12 0.031 O I I I I 0.61 20.667 0.00 0.12 0.029 O I I I I 0.59 20.833 0.00 0.12 0.028 O I I I I 0.56 21.000 0.00 0.12 0.026 O I I I I 0.54 21.167 0.00 0.12 0.024 O I I I I 0.51 21.333 0.00 0.12 0.023 O I I I I 0.49 21.500 0.00 0.12 0.021 O I I I I 0.46 21.667 0.00 0.12 0.019 O I I I I 0.44 21.833 0.00 0.12 0.018 0 I I I I 0.41 22.000 0.00 0.12 0.016 O I I I I 0.39 22.167 0.00 0.12 0.015 O I I I I 0.36 22.333 0.00 0.12 0.013 O I I I I 0.34 22.500 0.00 0.12 0.011 O I I I I 0.31 22.667 0.00 0.12 0.010 O I I I I 0.29 22.833 0.00 0.12 0.008 O I I I I 0.26 23.000 0.00 0.12 0.006 O I I I I 0.24 23.167 0.00 0.12 0.005 O I I I I 0.21 23.333 0.00 0.10 0.003 O I I I I 0.16 23.500 0.00 0.06 0.002 O � I I I 0.11 23.667 0.00 0.04 0.001 0 I I I I 0.07 23.833 0.00 0.03 0.001 0 I I I I 0.05 24.000 0.00 0.02 0.001 O I I I I 0.03 24.167 0.00 0.01 0.000 O I I I I 0.02 24.333 0.00 0.01 0.000 O I I I I 0.01 24.500 0.00 0.01 0.000 O I I I I 0.01 � 24.667 0.00 0.00 0.000 O I I I I 0.01 24.833 0.00 0.00 0.000 O I I I ( 0.00 25.000 0.00 0.00 0.000 0 I I I I 0.00 25.167 0.00 0.00 0.000 O I I I I 0.00 ��*�*��*+��*************HYDROGRAPH DATA*�**********��*+**��*��**��* Number of intervals = 151 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 0.122 (CFS) Total volume = 0.233 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (AC.Ft) 0.000 0.000 0.000 0.000 0.000 *��*�*��*�****�*****��***********�*�**��**+**��*��*��****��*��***** � 4 • � APPENDIX G .C: BASIN ��B" WATER QUALITY ROUTING CALCULATIONS � • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 12/09/08 --------------------------------------------------------------------- TTM 30434 WATER QUALITY BASIN ROUTING POROuS LANDSCAPE DETENTION "B" FILENAME: WQBASINB -------------------------------------------------------------------- Program License Serial Number 6045 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: WQBASINB.rte ********************** Hydrograph Information ************************ From manual input hydrograph **��+***��**�**��*��**��HYDROGRAPH DATA��*�**�**+*��+****�*+*** Number of intervals = 3 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 11.450 (CFS) Total volume = 0.315 (Ac.Ft) Status of hydrographs being held in storage • Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 +**��***�*��***��*��****�*+*******��***��********��*��******�*****��*� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 3 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) - --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.500 0.025 0.298 0.023 0.027 • 1.500 0.182 0.299 0.180 0.184 2.500 0.356 0.300 0.354 0.358 1 S 3.500 0.547 0.301 0.545 0.549 4.500 0.756 0.302 0.754 0.758 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; '0'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 2.9 5.72 8.59 11.45 (Ft.) 0.167 0.00 0.00 0.000 O I I I I 0.00 0.333 11.45 0.30 0.077 O I I I I 0.83 0.500 11.45 0.30 0.230 O I I I I 1•�8 0.667 0.00 0.30 0.305 O I I I I 2•21 0.833 0.00 0.30 0.301 O I I I I 2•18 1.000 0.00 0.30 0.297 O I I I I. 2.16 1.167 0.00 0.30 0.293 O I I I I 2.14 1.333 0.00 0.30 0.289 O I I I I 2.11 1.500 0.00 0.30 0.284 O I I I I 2•�9 1.667 0.00 0.30 0.280 O I I I I 2.07 1.833 0.00 0.30 0.276 O I I I I 2.04 2.000 0.00 0.30 0.272 0 I I I I 2•�2 2.167 0.00 0.30 0.268 O I I I I 1.99 2.333 0.00 0.30 0.264 O I I I I 1.97 2.500 0.00 0.30 0.260 O I I I I 1.95 2.667 0.00 0.30 0.256 O I i I I 1.92 2.833 0.00 0.30 0.251 O I I I I 1.90 3.000 0.00 0.30 0.247 O I I I I 1•88 3.167 0.00 0.30 0.243 O I I I I 1.85 3.333 0.00 0.30 0.239 O I I I I 1.83 • 3.500 0.00 0.30 0.235 O I I I I 1.80 3.667 0.00 0.30 0.231 O I I I I 1• 3.833 0.00 0.30 0.227 O I I I I 1.76 4.000 0.00 0.30 0.223 O I I I I 1.73 4.167 0.00 0.30 0.219 O I I I I 1.71 4.333 0.00 0.30 0.214 O I I I I 1.69 4.500 0.00 0.30 0.210 O I I I I 1.66 4.667 0.00 0.30 0.206 O I I I I 1.64 4.833 0.00 0.30 0.202 O I I I I 1.62 5.000 0.00 0.30 0.198 O I I I I 1.59 5.167 0.00 0.30 0.194 O I I I ( 1.57 5.333 0.00 0.30 0.190 O I I I I 1.54 5.500 0.00 0.30 0.186 O I I I I 1.52, 5.667 0.00 0.30 0.181 0 I I I I 1.50 5.833 0.00 0.30 0.177 O I I I I 1•q� 6.000 0.00 0.30 0.173 O I I I I 1.44 6.167 0.00 0.30 0.169 O I I I I 1.42 6.333 0.00 0.30 0.165 O I I I I 1.39 6.500 • 0.00 0.30 0.161 O I I I I 1.37 6.667 0.00 0.30 0.157 O I I I I 1.34 6.833 0.00 0.30 0.153 O I I I I 1.31 7.000 0.00 0.30 0.148 O I I I I 1•29 7.167 0.00 0.30 0.144 O I I I I 1.26 7.333 0.00 0.30 0.140 O I I I I 1.23 7.500 0.00 0.30 0.136 O I I I I 1.21 7.667 0.00 0.30 0.132 0 I I I I 1.18 7.833 0.00 0.30 0.128 O I I I I 1.16 8.000 0.00 0.30 0.124 0 I I I I 1.13 . 8.167 0.00 0.30 0.120 O I I I I 1.10 8.333 0.00 0.30 0.116 0 I I I I 1.08 8.500 0.00 0.30 0.111 0 I I I I 1.05 • 8.667 0.00 0.30 0.107 0 I I I I 1.02 8.833 0.00 0.30 0.103 0 I I I I 1.00 2 9.000 0.00 0.30 0.099 O I I I I 0.97 • 9.167 0.00 0.30 0.095 O I I I I 0.95 9.333 0.00 0.30 0.091 O I I I I �•92 9.500 0.00 0.30 0.087 O I I I I 0.89 9.667 0.00 0.30 0.083 O I I I I 0.87 9.833 0.00 0.30 0.079 O I I I I 0.84 10.000 0.00 0.30 0.074 O I I I I 0.82 10.167 0.00 0.30 0.070 O I I I I �•�9 10.333 0.00 0.30 0.066 O I I I I 0.76 10.500 0.00 0.30 0.062 O I I I I 0.74 10.667 0.00 0.30 0.058 O I I I I 0.71 10.833 0.00 0.30 0.054 0 I I I I 0.68 11.000 0.00 0.30 0.050 O I I I I 0.66 11.167 0.00 0.30 0.046 O I I I I 0.63 11.333 0.00 0.30 0.042 O I I I I 0.61 11.500 0.00 0.30 0.038 0 I I I I 0.58 11.667 0.00 0.30 0.033 O I I I I 0.55 11.833 0.00 0.30 0.029 O I I I I 0.53 12.000 0.00 0.30 0.025 O I I I I 0.50 12.167 0.00 0.25 0.021 O I ( I I 0.43 12.333 0.00 0.22 0.018 O I I I I 0.36 12.500 0.00 0.18 0.015 O I I I I 0.31 12.667 0.00 0.16 0.013 O I I I I 0.26 12.833 0.00 0.13 0.011 O I I I I 0.22 13.000 0.00 0.11 0.009 O I I I I 0.19 13.167 0.00 0.09 0.008 O I I I I 0.16 13.333 0.00 0.08 0.007 O I I I I 0.14 13.500 0.00 0.07 0.006 O I ( I I 0.11 13.667 0.00 0.06 0.005 O I I I I 0.10 13.833 0.00 0.05 0.004 O I I I I 0.08 14.000 0.00 0.04 0.003 O ( I I I 0.07 � 14.167 0.00 0.04 0.003 O I I I I 0.06 14.333 0.00 0.03 0.003 0 I I I I 0.05 14.500 0.00 0.03 0.002 O I I I I 0.04 14.667 0.00 0.02 0.002 O I I I I 0.04 14.833 0.00 0.02 0.002 O I f I I 0.03 15.000 0.00 0.02 0.001 O I I I I 0.03 15.167 0.00 0.01 0.001 O I I I I 0.02 15.333 0.00 0.01 0.001 O I I I I 0.02 15.500 0.00 0.01 0.001 O I I I I 0.02 15.667 0.00 0.01 0.001 0 I I I I 0.01 15.833 0.00 0.01 0.001 O I I I I 0.01 16.000 0.00 0.01 0.000 0 I I I I 0.01 16.167 0.00 0.00 0.000 O I I I I 0.01 16.333 0.00 0.00 0.000 O I I I I 0.01 16.500 0.00 0.00 0.000 O. I I I I 0.01 16.667 0.00 0.00 0.000 O I I I I 0.01 16.833 0.00 0.00 0.000 O I I I I 0.00 17.000 0.00 0.00 0.000 O I I I I 0.00 17.167 0.00 0:00 0.000 O I I I I 0.00 17.333 0.00 0.00 0.000 O I I I I 0.00 17.500 0.00 0.00 0.000 O I I I I 0.00 17.667 0.00 0.00 0.000 O I I I I 0.00 17.833 0.00 0.00 0.000 O I I I I 0.00 �*�*��**��*+�****��+*HYDROGRAPH DATA��*��******��*�*��*�+��*� Number of intervals = 107 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 0.300 (CFS) Total volume = 0.315 (Ac.Ft) Status of hydrographs being held in storage • Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 3 � Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **********�*�******�***��**��**��******�**��***�***��**��*�*��*�*� -------------------------------------------------------------------- . O 4 � � APPENDIX G.7: BASIN "C" WATER QUALITY ROUTING CALCULATIONS O � FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN,.1989 - 2005 Study date: 12/04/08 --------------------------------------------------------------------- TTM WATER QUALITY BASIN ROUTING POROUS LANDSCAPE DETENTION "C" FILENAME: WQBASINC -------------------------------------------------------------------- Program License Serial Number 6045 ---------------------------------------------=---------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: WQBASINC.rte ********************** Hydrograph Information ************************ From manual input hydrograph ��+*��*�++��+�*��**�*��HYDROGRAPH DATA*�*�*��********��***�***�* Number of intervals = 3 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 1.140 (CFS) Total volume = 0.031 (Ac.Ft) � Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *��****�*�*��*****��**�***�*****��+*****+***�****�*�**�**��**��****** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data Total number of inflow hydrograph intervals = 3 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 � 0.500 0.005 0.054 0.005 0.005 1.500 0.038 0.055 0.038 0.038 2.500 0.082 0.056 0.082 0.082 1 � 3.500 0.138 0.057 0.138 0.138 4.500 0.206 0.058 0.206 0.206 5.500 0.286 0.059 0.286 0.286 -------------------------------------------------------------------- Hydrograph Detention Basin Routing --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.3 0.57 0.85 1.14 (Ft.) 0.167 0.00 0.00 0.000 O I I I I 0.00 0.333 1.14 0.05 0.007 I� I I I I 0.58 0.500 1.14 0.05 0.022 Io I I I I 1.03 0.667 0.00 0.05 0.030 IO I I I I 1.24 0.833 0.00 0.05 0.029 IO I I I I 1•22 1.000 0.00 0.05 0.028 IO I I I I 1.20 1.167 0.00 0.05 0.027 IO I I I I 1.17 1.333 0.00 0.05 0.027 IO I I I I 1.15 1.500 0.00 0.05 0.026 IO I I I I 1.13 1.667 0.00 0.05 0.025 IO I I I I 1.11 1.833 0.00 0.05 0.024 IO I ( 'I I 1.08 2.000 0.00 0.05 0.024 IO I I I I 1.06 2.167 0.00 0.05 0.023 IO I I I I 1.09 2.333 0.00 0.05 0.022 IO I I I I 1.02 2.500 0.00 0.05 0.021 IO ( I I I 0.99 2.667 0.00 0.05 0.021 IO I I I I �•9� 2.833 0.00 0.05 0.020 IO I I I I 0.95 3.000 0.00 0.05 0.019 IO I I I I 0•92 3.167 0.00 0.05 0.018 IO I I I I 0.90 3.333 0.00 0.05 0.018 IO I I I I 0.88 � 3.500 0.00 0.05 0.017 IO I I I I 0.86 3.667 0.00 0.05 0.016 IO I I I I 0.83 3.833 0.00 0.05 0.015 IO I I I I 0.81 4.000 0.00 0.05 0.015 IO I I I I 0•�9 9.167 0.00 0.05 0.014 IO I I I I �•�� 4.333 0.00 0.05 0.013 IO I I I I 0•74 4.500 0.00 0.05 0.012 IO I I I I �•�2 4.667 0.00 0.05 0.012 IO I I I I 0.70 4.833 0.00 0.05 0.011 IO I I I I 0.68 5.000 0.00 0.05 0.010 IO I I I I 0.65 5.167 0.00 0.05 0.009 IO I I I I 0.63 5.333 0.00 0.05 0.009 IO I I I I 0.61 5.500 0.00 0.05 0.008 IO I I I I 0.58 5.667 0.00 0.05 0.007 IO I I I I 0.56 5.833 0.00 0.05 0.006 IO I I I I 0.54 6.000 0.00 0.05 0.006 IO I I I I 0.52 6.167 0.00 0.05 0.005 IO I I I I 0•46 6.333 0.00 0.04 0.004 IO I I I I 0.42 6.500 0.00 0.04 0.004 IO I I I I 0.36 6.667 0.00 0.03 0.003 O I I I I 0.31 6.833 0.00 0.03 0.003 O I I I I 0.27 7.000 0.00 0.02 0.002 O I I I I 0.23 7.167 0.00 0.02 0.002 0 I I I I 0.20 7.333 0.00 0.02 0.002 0 I I I I 0.17 7.500 0.00 0.02 0.001 0 I I I I 0.15 7.667 0.00 0.01 0.001 0 I I I I 0.13 7.833 0.00 0.01 0.001 0 I I I I 0.11 8.000 0.00 0.01 0.001 O I I I I 0.09 8.167 0.00 0.01 0.001 O I I I I 0.08 O 8.333 0.00 0.01 0.001 0 I I I I 0.07 8.500 0.00 0.01 0.001 O I I I I 0.06 8.667 0.00 0.01 0.001 O I I I I 0.05 2 � 8.833 0.00 0.00 0.000 0 I I I I 0.04 9.000 0.00 0.00 0.000 O I I I I 0.04 9.167 0.00 0.00 0.000 O I I I I 0.03 9.333 0.00 0.00 0.000 O I I I I 0.03 9.500 0.00 0.00 0.000 O I I I I 0.02 9.667 0.00 0.00 0.000 O I I I I 0.02 9.833 0.00 0.00 0.000 0 I I I I 0.02 10.000 0.00 0.00 0.000 0 I I I I 0.02 10.167 0.00 0.00 0.000 O I I I I 0.01 10.333 0.00 0.00 0.000 0 I I I I 0.01 10.500 0.00 0.00 0.000 O I I I I 0.01 10.667 0.00 0.00 0.000 O I I I I 0.01 �*********�**��**+**********HYDROGRAPH DATA�*********�**�***��*�***��* Number of intervals = 64 Time interval = 10.0 (Min.) Maximum/Peak flow rate = 0.055 (CFS) Total volume = 0.031 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ��*�*��*��*****��**�**��****��********�**��********��**�*��* -------------------------------------------------------------------- � 0 3 • � APPENDIX G .B: BASIN ��D" WATER QUALITY ROUTING CALCULATIONS � • FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 12/04/08 --------------------------------------------------------------------- TTM 30434 WATER QUALITY BASIN ROUTING POROUS LANDSCAPE DETENTION "D" FILENAME: WQBASIND -------------------------------------------------------------------- Program License Serial Number 6095 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************'`* From study/file name: WQBASIND.rte ********************** Hydrograph Information ************************ From manual input hydrograph �**�********�****��****+�***HYDROGRAPH DATA****�*�*�***++�****��****� Number of intervals = 3 Time interval = 10.0 (Min.) � Maximum/Peak flow rate = 2.900 (CFS) Total volume = 0.080 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.0.00 0.000 +��**��**��**�*�+��*��*�*�*+*��+��*�****��********�***��+��****��* ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data --------------------------=----------------------------------------- Total number of inflow hydrograph intervals = 3 Hydrograph time unit = 10.000 (Min.) Initial depth in storage basin = 0.00(Ft..) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-0*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- • 0.000 0.000 0.000 0.000 0.000 0.500 0.005 0.062 0.005 0.005 1.500 0.040 0.063 0.090 0.040 2.500 0.082 0.064 0.082 0.082 1 -------------------------------------------------------------------- � _ -_ Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.7 1.95 2.17 2.90 (Ft.) 0.167 0.00 0.00 0.000 O I I I I 0.00 0.333 2.90 0.06 0.020 O I I I I 0.92 0.500 2.90 0.06 0.059 0 I I I I 1.99 0.667 0.00 0.06 0.078 O I I I I 2.40 0.833 0.00 0.06 0.077 O I I I I 2.38 1.000 0.00 0.06 0.076 O I I I I 2.36 1.16� 0.00 0.06 0.075 O I I I I 2.34 1.333 0.00 0.06 0.074 O I I I I 2.31 1.500 0.00 0.06 0.073 O I I I I 2.29 1.667 0.00 0.06 0.072 O I I I I 2•2� 1.833 0.00 0.06 0.072 O I I I I 2.25 2.000 0.00 0.06 0.071 O I I I I 2.23 2.167 0.00 0.06 0.070 O I I I I 2.21 2.333 0.00 0.06 0.069 O I I I I 2.19 2.500 0.00 0.06 0.068 O I I I I 2.17 2.667 0.00 0.06 0.067 O I I I I 2.15 2.833 0.00 0.06 0.066 O I I I I 2.13 3.000 0.00 0.06 0.065 O I I I I 2.11 3.167 0.00 0.06 0.065 O I I I I 2.08 3.333 0.00 0.06 0.064 O I I I I 2.06 3.500 0.00 0.06 0.063 O I I I I 2•�4 3.667 0.00 0.06 0.062 O I I I I 2.02 3.833 0.00 0.06 0.061 O I I I I 2.00 � 4.000 0.00 0.06 0.060 O I ( I I 1.98 4.167 0.00 0.06 0.059 O I I I I 1.96 4.333 0.00 0.06 0.058 O I I I I 1.94 4.500 0.00 0.06 0.058 O I I I I 1•92 4.667 0.00 0.06 0.057 O I I I I 1.90 4.833 0.00 0.06 0.056 O I I I I 1.88 5.000 0.00 0.06 0.05.5 O I I I I 1.86 5.167 0.00 0.06 0.054 O I I I I 1.83 5.333 0.00 0.06 0.053 O I I I I 1.81 5.500 0.00 0.06 0.052 O I I I I 1.79 5.667 0.00 0.06 0.051 0 I I I I 1•77 5.833 0.00 0.06 0.051 O I I I I 1.75 6.000 0.00 0.06 0.050 O I I I I 1.73 6.167 0.00 0.06 0.049 O I I I I 1.71 6.333 0.00 0.06 0.048 O I I I I 1.69 6.500 0.00 0.06 0.047 O I I I I 1.67 6.667 0.00 0.06 0.046 O I I I I 1.65 6.833 0.00 0.06 0.045 O I I I I 1.63 7.000 0.00 0.06 0.044 O I I I I 1.61 7.167 0.00 0.06 0.044 0 I I I I 1.59 7.333 0.00 0.06 0.043 O I I I I 1.57 7.500 0.00 0.06 0.092 O I I I I 1.54 7.667 0.00 0.06 0.041 0 I I I I 1.52 7.833 0.00 0.06 0.040 O I 1 I I 1.50 8.000 0.00 0.06 0.039 O I I I I 1.48 8.167 0.00 0.06 0.038 O I I I I 1.45 8.333 0.00 0.06 0.038 O I I I I 1.43 8.500 0.00 0.06 0.037 O I I I I 1.40 8.667 0.00 0.06 0.036 0 I I I f 1.38 8.833 0.00 0.06 0.035 O I I I I 1.36 • 9.000 0.00 0.06 0.034 O I I I I 1.33 9.167 0.00 0.06 0.033 O I I ( I 1.31 2. • 9.333 0.00 0.06 0.032 O I I I I 1.28 9.500 0.00 0.06 0.031 O I I I I 1.26 9.667 0.00 0.06 0.031 O I I I I 1.23 9.833 0.00 0.06 0.030 O I I I I 1.21 10.000 0.00 0.06 0.029 O I I I I 1.18 10.167 0.00 0.06 0.028 0 I I I I 1.16 10.333 0.00 0.06 0.027 O I I I I 1.13 10.500 0.00 0.06 0.026 O I I I I 1.11 10.667 0.00 0.06 0.025 0 I I I I 1.08 10.833 0.00 0.06 0.025 0 I I I I 1.06 11.000 0.00 0.06 0.024 0 I I I I 1.03 11.167 0.00 0.06 0.023 0 I I I I 1.01 11.333 0.00 0.06 0.022 0 I I I I 0.99 11.500 0.00 0.06 0.021 0 I I I I 0.96 11.667 0.00 0.06 0.020 O I I I I 0.94 11.833 0.00 0.06 0.019 O I I I I 0.91 12.000 0.00 0.06 0.019 O I I I I 0.89 12.167 0.00 0.06 0.018 O I I I I 0.86 12.333 0.00 0.06 0.017 O I I I I �•84 12..500 0.00 0.06 0.016 O I I I I 0.81 12.667 0.00 0.06 0.015 O I I I I 0.79 12.833 0.00 0.06 0.014 0 I I I I 0.76 13.000 0.00 0.06 0.013 O I I I I �•�4 13.167 0.00 0.06 0.013 O I I I I �•�Z 13.333 0.00 0.06 0.012 O I ( I I 0.69 13.500 0.00 0.06 0.011 O I I I I 0.67 13.667 0.00 0.06 0.010 O I I I I 0.64 13.833 0.00 0.06 0.009 0 I I I I 0.62 14.000 0.00 0.06 0.008 O I I I I 0.59 14.167 0.00 0.06 0.007 O I I I I 0.57 • 14.333 0.00 0.06 0.007 O I I I I 0.54 14.500 0.00 0.06 0.006 O I I I I 0.52 14.667 0.00 0.06 0.005 O I I I I 0.49 14:833 0.00 0.05 0.004 0 I I I I 0.91 15.000 0.00 0.04 0.003 O I I I I 0.34 15.167 0.00 0.04 0.003 O I I I I 0.29 15.333 0.00 0.03 0.002 O I I I I 0.24 15.500 0.00 0.03 0.002 O I I I I 0.21 15.667 0.00 0.02 0.002 O I I I I 0.17 15.833 0.00 0.02 0.001 O I I I I 0.15 16.000 0.00 0.02 0.001 O I I I I 0.12 16.167 0.00 0.01 0.001 O I I I I 0.10 16.333 0.00 0.01 0.001 O I I I I 0.09 16.500 0.00 0.01 0.001 0 ( I I I 0.07 16.667 0.00 0.01 0.001 O I I I I 0.06 16.833 0.00 0.01 0.001 O, I I I I 0.05 17.000 0.00 0.01 0.000 O I I I I 0.04 17.167 0.00 0.00 0.000 O I ( I I 0.04 17.333 0.00 0.00 0.000 O I I I I 0.03 17.500 0.00 0.00 0.000 O I I I I 0.03 17.667 0.00 0.00 0.000 O I I I I 0.02 17.833 0.00 0.00 0.000 O I I I I 0.02 18.000 0.00 0.00 0.000 O � I I I 0.02 18.167 0.00 0.00 0.000 O I I I I 0.01 18.333 0.00 0.00 0.000 O I I I I 0.01 18.500 0.00 0.00 0.000 O I I I I 0.01 18.667 0.00 0.00 0.000 0 I I I I 0.01 *********�***�*****+****�***HYDROGRAPH DATA+*********�*�***��*��*�**+** Number of intervals = 112 • Time interval = 10.0 (Min.) Maximum/Peak flow rate = 0.064 (CFS) Total volume = 0.080 (Ac.Ft) 3 • Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *��+**��*�*****��**��*��*��**��*�***�*******�*��***�****��**** -------------------------------------------------------------------- � � 4 • • APPENDIX H : POROUS LANDSCAPE DETENTION BASIN ROUTING CALCULATIONS � • • APPENDIX H.1: EXISTING VS. PROPOSED FLOW RATE SUMMARY TABLE • � � UNIT HYDROGRAPH EXISTING FLOW RATE VS. PROPOSED FLOW RATES COMPARISON TABLE STORM EVENT/ EXISTING PROPOSED TOTAL PROP - DURATION Q Q Q Q Qo QE PROP Q EXIST Q 2-YEAR, 24-HOUR 1.317 0.841 1.151 0.2 0.19 0.105 2.487 1;17 .';' 10-YEAR, 24-HOUR 8.584 1.459 2.813 0.382 0.446 1.096 6.196 -2:3$8 i ,�: * Note - The existing flow rate for the 10-year, 24-hour storm event is higher than the proposed condition flow rate and therefore did not require routing calculations. See the "Porous Landscape Detention 10-year, 24-hour Outflow Caiculation Table" for 10-year proposed outflows. � • APPENDIX H .Z: EXISTING VS. ROUTED FLOW SUMMARY TABLE • � � • UNIT HYDROGRAPH EXISTING VS. PROPOSED FLOW RATE COMPARISON TABLE STORM EVENT/ EXISTING ROUTED TOTAL PROP - DURATION Q QA QB aC QD 4 PROP Q EXIST Q 2-YEAR, 24-HOUR 1.317 0.123 0.3 0.055 0.063 0.105 0.646 `.. Q6,71 ,°'' *- Area E is the central watercourse area and thus did not require any routing calculations. Area E was utilized for comparison purposes only. � � APPENDIX H .3: EXISTING VS. PROPOSED VOLUME SUMMARY TABLE • • � � UNIT HYDROGRAPH EXISTING VOLUME VS. PROPOSED VOLUME COMPARISON STORM EVENT/ PROPOSED TOTAL DURATION VEX Vp Vg V� Vp VE Vp 2-YEAR, 24-HOUR 0.8008 0.5248 0.7093 0.1221 0.1166 0.0636 1.5364 10-YEAR, 24-HOUR 2.3067 0.7237 1.0607 0.1831 0.1755 0.3262 2.4692 � � APPENDIX H .4 BASIN VOLUME SUMMARY TABLE � • • • EXISTING VOLUME VS. POROUS LANDSCAPE DETENTION DESIGN VOLUMES STORM EVENT/ AV = V - V (AC-FT) V (PROPOSED - AC-FT) TOTAL DURATION 2 YEAR 10-YEAR V V V� Vp V PROP V 2-YEAR, 24-HOUR 0:�7356 � 0:'1fi25 �;4�, 0.3301 0.756 0.2858 0.0816� 0.0636 1.5171 � ��. � .� � � APPENDIX H .S: POROUS LANDSCAPE DETENTION lO-YEAR� 24-HOUR OUTFLOW CALCULATION TABLE � � 10-YEAR, 24-HOUR OUTFLOWS FOR POROUS LANDSCAPE DENTENTIONS V = Design Volume of Porous Landscape Detention V� = Unit Hydrograph Volume for Area "X" Qor = Flowrate for Outflow at Corresponding VPLD (Flow Rate Overtopping Porous Landscape Detention) QouT= Total Outflow for 10-year, 24-hour Storm Event which = QoT + QiNF� (Infiltra Rate) POROUS LANDSCAPE DETENTION "A" VPLD VuH AREA ��A�� QOT QINFL QOUT 0.3301 ac-ft 0.7237 ac-ft 0.78 ft 0.121 ft 0.901 ft POROUS LANDSCAPE DETENTION "B" VPLD VuH AREA ��B�� + OT QINFL QOUT 0.7560 ac-ft 1.0607 ac-ft 0.67 ft 0.300 ft 0.970 ft � POROUS LANDSCAPE DETENTION "C" V V AREA ��C�� QOT QINPL QOUT 0.2858 ac-ft 0.1755 ac-ft 0 ft 0.057 ft 0.837 ft POROUS LANDSCAPE DETENTION "D" VPLD VuH AREA ��D�� QOT QINFL QOUT 0.0816 ac-ft 0.1755 ac-ft 0.17 ft 0.063 ft 0.843 ft Area E 1.096 ft3/s Area "E" does not drain to a Porous Landscape Detention as it is the central watercours area. Total Outflow = 3.551 ft3/s � � � APPENDIX H .fi: BASIN "A" 2-YEAR� 24-HOUR BASIN ROUTING CALCULATIONS � � FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 12/04/08 TTM PROPOSED CONDITION BASIN ROOTING POROUS LANDSCAPE DETENTION "A" ROUTING - 2-YEAR 24-HOUR STORM EVENT FILENAME: BASINA242 -------------------------=------------------------------------------ Program License Serial Number 6045 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREAAP242.rte ��**��+�+*��+*��HYDROGRAPH DATA**�+��*��*��**��*� Number of intervals = 306 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.841 (CFS) Total volume = 0.525 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 � Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **�*******��*********+****+*******�*��**+*****��+��*�**�**�� ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 306 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------=------------------------------ -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-0*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.200 0.004 0.119 0.004 0.004 1.200 0.069 0.120 0.069 0.069 2.200 0.145 0.121 0.145 0.145 � 3.200 0.232 0.122 0.232 0.232 4.200 0.330 0.123 0.330 0.330 -------------------------------------------------------------------- 1 Hydrograph Detention Basin Routing � --------------------------------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.2 0.42 0.63 0.84 (Ft.) 0.083 0.00 0.00 0.000 O I I I I 0.00 0.167 0.01 0.00 0.000 O I I I I 0.00 0.250 0.02 0.00 0.000 O I I I I 0.01 0.333 0.03 0.01 0.000 OI I I I I 0.01 0.417 0.04 0.01 0.000 OI I I I I 0.02 0.500 0.05 0.02 0.001 O I I I I I 0.03 0.583 0.06 0.03 0.001 �OI I I I I 0.05. 0.667 0.07 0.03 0.001 �OI I I I I 0.06 0.750 0.07 0.04 0.001 �OI I I I I 0.07 0.833 0.07 0.05 0.002 IOI I I I I 0:06 0.917 0.08 0.05 0.002 IOI I I I I 0.09 1.000 0.08 0.06 0.002 I OI I I I I 0.10 1.083 0.09 0.06 0.002 I OI I I I I 0.11 1.167 0.09 0.07 0.002 I OI I I I I 0.11 1.250 0.09 0.07 0.002 I �I I I ( I 0.12 1.333 0.08 0.07 0.002 I OI I I I I 0.12 1.417 0.08 0.08 0.003 I OI I I I I 0.13 1.500 0.08 0.08 0.003 I OI I I I I 0.13 1.583 0.08 0.08 0.003 I O I I I I 0.13 1.667 0.08 0.08 0.003 � O I I I I 0.13 1.750 0.08 0.08 0.003 � 0 I I I I 0.13 1.833 0.08 0.08 0.003 I O I I I I 0.13 1.917 0.08 0.08 0.003 I OI I I I I 0.13 2.000 0.09 0.08 0.003 I OI I I I I 0.13 � 2.083 0.09 0.08 0.003 � O I I I I 0.14 2.167 0.10 0.08 0.003 I O I I I I 0.14 2.250 0.10 0.09 0.003 I O I I I I 0.14 2.333 0.10 0.09 0.003 I O I I I I 0.15 2.417 0.10 0.09 0.003 I O I I I I 0.15 2.500 0.10 0.09 0.003 I O I I I I 0.15 2.583 0.10 0.09 0.003 I O I I I I 0.16 2.667 0.10 0.10 0.003 I O I I I I 0.16 2.750 0.11 0.10 0.003 I OI I I I I 0.16 2.833 0.12 0.10 0.003 I OI I I I I 0.17 2.917 0.12 0.10 0.004 � OI I I I I 0.18 3.000 0.12 0.11 0.004 I O I I I I 0.18 3.083 0.12 0.11 0.004 I 0 I I I I 0.19 3.167 0.12 0.11 0.004 � O I I I I 0.19 3.250 0.13 0.12 0.004 � O I I I I 0.19 3.333, 0.13 0.12 0.004 � O I I I I 0.20 3.417 0.13 0.12 0.004 I O I I I I 0.20 3.500 0.13 0.12 0.004 I � I I I I 0.20 3.583 0.13 0.12 0.004 � O I I I I 0.20 3.667 0.13 0.12 0.004 I O I I I I 0.20 3.750 0.13 0.12 0.004 I O I I I I 0.20 3.833 0.13 0.12 0.004 � O I I I I 0.20 3.917 0.13 0.12 0.004 I O I I I I 0.21 4.000 0.14 0.12 0.004 � OI I I I I 0:21 4.083 0.14 0.12 0.005 I OI I I I I 0.21 4.167 0.15 0.12 0.005 � OI I I I I 0.21 4.250 0.15 0.12 0.005 � OI I I I I 0.21 4.333 0.15 0.12 0.005 I OI I I I I 0.22 4.417 0.15 0.12 0.005 I OI I I I ( 0.22 4.500 0.16 0.12 0.006 I O I I I I I 0.23 � 4.583 0.17 0.12 0.006 I O I I I I I 0.23 4.667 0.17 0.12 0.006 I O I I I I I 0.24 2 • 4.750 0.17 0.12 0.007 I O I I I I I 0.24 9.633 0.18 0.12 0.007 � O I I I I I 0.25 4.917 0.18 0.12 0.007 I O I I I I I 0.25 5.000 0.19 0.12 0.008 I O II I I I 0.26 5.083 0.19 0.12 0.008 � O I) I I I 0.27 5.167 0.19 0.12 0.009 � O II I I I 0•28 5.250 0.18 0.12 0.009 I O I � I I I 0.28 5.333 0.17 0.12 0.010 I O I I I I I 0•29 5.417 0.17 0.12 0.010 I 0 I I I I I 0.29 5.500 0.17 0.12 0.010 I 0 I I I I I 0.30 5.583 0.17 0.12 0.011 I O I I I I I 0.30 5.667 0.18 0.12 0.011 � O I I I I I 0.31 5.750 0.19 0.12 0.012 � O II I I I. 0.32 5.833 0.19 0.12 0.012 I O I� I I I 0.32 5.917 0.20 0.12 0.013 I O II I I I 0.33 6.000 0.20 0.12 0.013 I O II I I I 0.34 6.083 0.20 0.12 0.014 I O II I I I 0.35 6.167 0.20 0.12 0.014 � O II I I I 0.36. 6.250 0.21 0.12 0.015 I O I I I I 0.37 6.333 0.22 0.12 0.016 I 0 I I I I 0.38 6.417 0.22 0.12 0.016 I O I I I I 0.39 6.500 0.22 0.12 0.017 I O I I I I 0.40 6.583 0.23 0.12 0.018 I 0 I I I I 0.41 6.667 0.23 0.12 0.018 I O I I I I 0.42 6.750 0.24 0.12 0.019 � O li I I I 0.43 6.833 0.24 0.12 0.020 I O II I I I 0.45 6.917 0.25 0.12 0.021 I 0 II I I I 0.46 7.000 0.25 0:12 0.022 I O II I I I 0.47 7.083 0.25 0.12 0.023 I O II I I I 0.49 7.167 0.25 0.12 0.024 � O II I I I 0.50 � 7.250 0.25 0.12 0.025 I O li I I I 0.52 7.333 0.25 0.12 0.025 I O li I I I 0.53 7.417 0.26 0.12 0.026 I 0 II I I I 0.54 7.500 0.26 0.12 0.027 I O I I I I I 0.56 7.583 0.27 0.12 0.028 I O I I I I I 0.58 7.667 0.28 0.12 0.029 I 0 I I ( I I 0.59 7.750 0.29 0.12 0.031 I O I I I I I 0.61 7.833 0.29 0.12 0.032 I O I I I I I 0.63 7.917 0.30 0.12 0.033 I O I I I I I 0.65 8.000 0.31 0.12 0.034 I O I I I I I 0.67 8.083 0.32 0.12 0.036 I O I I I I I 0.69 8.167 0.33 0.12 0.037 I O I I I I I 0.71 8.250 0.35 0.12 0.039 I O I I I I I 0.73 8.333 0.36 0.12 0.040 I O I I I I I 0.76 8.417 0.37 0.12 0.042 I O I I I I I 0.78 8.500 0.37 0.12 0.044 I O I I I I I 0.81 8.583 0.37 0.12 0.045 I O I I'I I I 0.83 8.667 0.38 0.12 0.047 I O I I I I I 0.86 8.750 0.39 0.12 0.099 I O � I I I I 0.89 8.833 0.40 0.12 0.051 I 0 I II I I 0.92 8.917 0.40 0.12 0.053 I O I II I I 0.95 9.000 0.41 0.12 0.055 I O I II I I 0.98 9.083 0.42 0.12 0.057 I O � I I I 1.01 9.167 0.43 0.12 0.059 I 0 I I I I 1.04 9.250 0.45 0.12 0.061 I 0 I II I I 1.08 9.333 0.46 0.12 0.063 � O I II I I 1.11 9.417 0.47 0.12 0.066 I O I li I I 1.15 9.500 0.48 0.12 0.068 I 0 I I I I I 1.19 9.583 0.49 0.12 0.071 I O I ( I I I 1•22 9.667 0.50 0.12 0.073 I O I I I I I 1.26 � 9.750 0.51 0.12 0.076 I O I I I I I 1.29 9.833 0.52 0.12 0.079 I O I I I I I 1.33 9.917 0.53 0.12 0.081 I O I I I I I 1.36 3 � 10.000 0.54 0.12 0.084 I O I I I I I 1.40 10.083 0.54 0.12 0.087 I O I I I ( I 1.94 10.167 0.53 0.12 0.090 � O � � I � � 1.48 10.250 0.48 0.12 0.093 I O I I I I I 1.51 10.333 0.44 0.12 0.095 I O I I I I 1.54 10.417 0.42 0.12 0.097 I O I II I I 1.57 10.500 0.41 0.12 0.099 I O I II I I 1.60 10.583 0.40 0.12 0.101 I 0 I II I I 1.62 10.667 0.41 0.12 0.103 I O I II I I 1.65 10.750 0.44 0.12 0.105 I O I I I I 1.68 10.833 0.47 0.12 0.107 � O I II I I 1.71 10.917 0.48 0.12 0.110 I 0 I I I I I 1.74 11.000 0.49 0.12 0.112 � O I I I I I 1•�� 11.083 0.49 0.12 0.115 I 0 I I I I I 1.81 11.167 0.50 0.12 0.118 I O I I I I I 1•84 11.250 0.49 0.12 0.120 � O I I I I I 1•87 11.333 0.49 0.12 0.123 I O I I I I I 1.91 11.417 0.49 0.12 0.125 I O I I I I I 1.94 11.500 0.48 0.12 0.128 I O I I I I I 1.97 11.583 0.48 0.12 0.130 I O I I I I I 2.01 11.667 0.48 0.12 0.133 I O I I I I I 2.04 11.750 0.46 0.12 0.135 � O I li I I 2.07 11.833 0.45 0.12 0.137 I � I li I I 2.10 11.917 0.45 0.12 0.140 I O I li I I 2.13 12.000 0.95 0.12 0.142 I O I li I I 2.16 12.083 0.46 0.12 0.144 I O I 11 I I 2.19 12.167 0.48 0.12 0.147 I O I I I I I Z•22 12.250 0.53 0.12 0.149 I 0 I I I I I 2•25 12.333 0.58 0.12 0.152 I O I I I I I ?•2a 12.417 0.60 0.12 0.155 I 0 I I I I I 2•32 � 12.500 0.62 0.12 0.159 I O I I II ( 2.36 12.583 0.63 0.12 0.162 I O � � I � 2.40 12.667 0.65 0.12 0.166 I O I I I I 2.44 12.750 0.67 0.12 0.170 I O ( I II I 2•48 12.833 0.69 0.12 0.173 I O I I I I I 2.53 12.917 0.70 0.12 0.177 I � I I I I I 2•57 13.000 0.71 0.12 0.181 I 0 I I I I I 2•62 13.083 0.72 0.12 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I II 2•8� 13.500 0.84 0.12 0.208 I 0 I I I I 2.93 13.583 0.84 0.12 0.213 I 0 I I I II 2.99 13.667 0.81 0.12 0.218 I O I I I II 3.04 13.750 0.74 0.12 0.223 I � I I I I ( 3.09 13.833 0.67 0.12 0.227 I �' I I II I 3.14 13.917 0.65 0.12 0.230 I O I I I I 3.18 14.000 0.63 0.12 0.234 I O I I II I 3•22 14.083 0.62 0.12 0.237 I O I I II I 3.26 14.167 0.62 0.12 0.241 I O I I II I 3•29 14.250 0.64 0.12 0.244 I O I I I I 3.33 14.333 0.66 0.12 0.248 I O I I II I ' 3.36 14.417 0.66 0.12 0.252 I O I I 11 I 3.40 14.500 0.66 0.12 0.255 I 0 I I li I 3.44 14.583 0.66 0.12 0.259 I 0 I I II I 3.48 14.667 0.66 0.12 0.263 I O I I II I 3.51 14.750 0.66 0.12 0.267 I 0 I I II I 3.55 14.833 0.66 0.12 0.270 I O I I li I 3.59 14.917 0.66 0.12 0.274 � O I I 11 I 3.63 � 15.000 0.65 0.12 0.278 I 0 I I I I 3.67 15.083 0.64 0.12 0.281 I O I I I I 3.70 , 15.167 0.64 0.12 0.285 I O I I I � 3.79 4 • 15.250 0.63 0.12 0.288 I 0 I I II I 3•77 15.333 0.62 0.12 0.292 I 0 I I II I 3.81 15.417 0.61 0.12 0.295 � 0 I I II I 3.84 15.500 0.60 0.12 0.299 I 0 I I II I 3.88 15.583 0.59 0.12 0.302 ( O I I I I I 3.91 15.667 0.58 0.12 0.305 I 0 � I I I I 3.94 15.750 0.55 0.12 0.308 I 0 I I I I I 3.98 15.833 0.52 0.12 0.311 � 0 I I I I I 4.00 15.917 0.51 0.12 0.314 I 0 I I I I I 4.03 16.000 0.50 0.12 0.316 � O � I I I I 4.06 16.083 0.48 0.12 0.319 � O I I I I I 4.08 16.167 0.44 0.12 0.321 I 0 I I I I 4.11 16.250 0.33 0.12 0.323 I 0 I I I I I 4.13 16.333 0.23 0.12 0.324 I O I I I I 4.14 16.417 0.19 0.12 0.325 I 0 II I I I 4.14 16.500 0.17 0.12 0.325 I 0 I I I I I 4.15 16.583 0.15 0.12 0.325 I OI I I I I 4.15 16.667 0.13 0.12 0.325 I O I I I I 4.15 16.750 0.11 0.12 0.325 � O I I I I 4.15 16.833 0.10 0.12 0.325 I I� I I I I 4.15 16.917 0.09 0.12 0.325 I IO ( I I I 4.15 17.000 0.09 0.12 0.325 I IO I I I I 4.15 17.083 0.09 0.12 0.324 I IO I I I I 4.14 17.167 0.09 0.12 0.324 I IO I I I I 4.14 17.250 0.10 0.12 0.324 I IO � I I I 4.14 17.333 0.11 0.12 0.324 I 0 I I I I 4.14 17.417 0.12 0.12 0.324 I 0 I I I I 4.14 17.500 0.12 0.12 0.324 � 0 I I I I 4.14 17.583 0.12 0.12 0.324 I O I I I I 4.14 17.667 0.12 0.12 0.324 � O I I I I 4.14 � 17.750 0.12 0.12 0.324 I 0 I I I I 4.14 17.833 0.12 0.12 0.324 I 0 � I I I 4.14 17.917 0.12 0.12 0.324 � 0 I I I I 4.14 18.000 0.12 0.12 0.324 I 0 I I I I 4.14 18.083 0.11 0.12 0.324 � O � I I I 4.14 18.167 0.11 0.12 0.324 � 0 I I I I 4.13 18.250 0.11 0.12 0.323 I 0 I I I I 4.13 18.333 0.10 0.12 0.323 I IO I I I I 4.13 18.417 0.10 0.12 0.323 � IO I I I I 4.13 18.500 0.10 0.12 0.323 I IO I I I I 4.13 18.583 0.10 0.12 0.323 I IO I I I I 4.13 18.667 0.10 0.12 0.323 � IO I I I I 4.13 18.750 0.09 0.12 0.323 � IO I I I I 4.12 18.833 0.08 0.12 0.322 I IO I I I I 4.12 18.917 0.08 0.12 0.322 � IO I I I I 4.12 19.000 0.07 0.12 0.322 � I 0 I I I ( 9.12 19.083 0.06 0.12 0.321 � I 0 I I I I 4.11 19.167 0.06 0.12 0.321 I I 0 I I I I 4.11 19.250 0.07 0.12 0.320 I I 0 I I I I 4.10 19.333 0.07 0.12 0.320 I I O I I I I 4.10 19.417 0.08 0.12 0.320 I I 0 I I I I 4.10 19.500 0.08 0.12 0.319 I IO I I I I 4.09 19.583 0.09 0.12 0.319 I IO I I I ( 4.09 19.667 0.09 0.12 0.319 � IO � I I I 4.09 19.750 0.09 0.12 0.319 I IO I I� I I 4.09 19.833 0.08 0.12 0.319 I IO � � � I 4.08 19.917 0.08 0.12 0.318 I I 0 I I I I 4.08 20.000 0.07 0.12 0.318 I I 0 I I I I 4.08 20.083 0.06 0.12 0.317 � I 0 I I I I 4.07 20.167 0.06 0.12 0.317 � I O I I I I 4.07 � 20.250 0.07 0.12 0.317 I I 0 � I I I 4.06 20.333 0.07 0.12 0.316 I I O I I I I 4.06 20.917 0.07 0.12 0.316 I I O I I I I 4.06 5 � 20.500 0.07 0.12 0.316 I I O I I I I 4.05 20.583 0.07 0.12 0.315 I I O I I I I 4.05 20.667 0.07 0.12 0.315 I I O I I I I 4.05 20.750 0.08 0.12 0.315 I I O I I I I 4.04 20.833 0.08 0.12 0.314 � I O I I I I 4.04 20.917 0.07 0.12 0.314 I I O I I I I 4.04 21.000 0.07 0.12 0.314 � I O I I I I 4.03 21.083 0.06 0.12 0.313 I I O I I I I 4.03 21.167 0.06 0.12 0.313 I I O I I I I 4.02 21.250 0.07 0.12 0.312 I I 0 I I I I 4.02 21.333 0.07 0.12 0.312 I I O � I I I 4.02 21.417 0.07 0.12 0,312 � I 0 I I I I 4.01 21.500 0.06 0.12 0.311 I I � I I I I 4.01 21.583 0.06 0.12 0.311 � I 0 I I I I 4.00. 21.667 0.06 0.12 0.310 I I O I I I I 4.00 21.750 0.06 0.12 0.310 I I O I I I I 3.99 21.833 0.07 0.12 0.309 I I O I I. I I 3•99 21.917 0.07 0.12 0.309 I I O I I I I 3.99 22.000 0.06 0.12 0.309 I I O I I I I 3.98 22.083 0.06 0.12 0.308 I I O I I I I 3.98 22.167 0.06 0.12 0.308 I I O I I I I 3.97 22.250 0.06 0.12 0.307 I I O I I I I 3•97 22.333 0.07 0.12 0.307 � I O I I I I 3.97 22.417 0.07 0.12 0.307 I I O I I I I 3.96 22.500 0.06 0.12 0.306 � I O I I I I 3.96 22.583 0.06 0.12 0.306 I I O I I I I 3.95 22.667 0.06 0.12 0.305 I I O I I I I 3.95 22.750 0.05 0.12 0.305 I I O I I I I 3.94 22.833 0.05 0.12 0.304 I I O I I I I 3.94 22.917 0.05 0.12 0.304 II O I I I I 3.93 23.000 0.05 0.12 0.303 li O I I I I 3.93 � 23.083 0.05 0.12 0.303 li O I I I I 3.92 23.167 0.05 0.12 0.302 �I O I I I I 3•92 23.250 0.05 0.12 0.302 II O I I I I 3.91 23.333 0.05 0.12 0.301 �I O I I I I 3.91 23.417 0.05 0.12 0.301 li O I I I I 3.90 23.500 0.05 0.12 0.300 II O I I I 1 3.90 23.583 0.05 0.12 0.300 li O I I I I 3.89 23.667 0.05 0.12 0.299 II O I I I I 3•89 23.750 0.05 0.12 0.299 II O I I I I 3.88 23.833 0.05 0.12 0.298 li O I I I I 3•88 23.917 0.05 0.12 0.298 II O I I I I 3.87 24.000 0.05 0.12 0.298 II O I I I I 3•87 24.083 0.05 0.12 0.297 II 0 I I I I 3.86 24.167 0.04 0.12 0.296 li � I I I I 3.86 24.250 0.03 0.12 0.296 �I O I I I I 3.85 24.333 0.02 0.12 0.295 I O I I I I 3•84 24.417 0.01 0.12 0.294 I O I I I I 3•84 24.500 0.01 0.12 0.294 I O I I I I 3.83 24.583 0.01 0.12 0.293 I O I I I I 3.82 24.667 0.00 0.12 0.292 I O I I I I 3.81 24.750 0.00 0.12 0.291 I O I I I I 3.80 24.833 0.00 0.12 0.290 I O I I I I 3.80 24.917 0.00 0.12 0.290 I O I I I I 3.79 25.000 0.00 0.12 0.289 I O I I I I 3.78 25.083 0.00 0.12 0.288 I O I I I I 3.77 25.167 0.00 0.12 0.287 I 0 I I I I 3.76 25.250 0.00 0.12 0.286 I 0 I I I I 3.75 25.333 0.00 0.12 0.285 I O I I I I 3.74 25.417 0.00 0.12 0.285 I 0 I I I I 3.74 � 25.500 0.00 0.12 0.284 I O I I I I 3.73 25.583 0.00 0.12 0.283 I 0 I I I I 3.72 25.667 0.00 0.12 0.282 I O I I I I 3.71 6 � 25.750 0.00 0.12 0.281 I O I I I I 3.70 25.833 0.00 0.12 0.280 I 0 � � � � 3.69 25.917 0.00 0.12 0.279 I O I I I I 3.68 26.000 0.00 0.12 0.279 I O � � ( I 3.68 26.083 0.00 0.12 0.278 I 0 I I I I 3.67 26.167 0.00 0.12 0.277 I O I I I I 3.66 26.250 0.00 0.12 0.276 I O I I I I 3.65 26.333 0.00 0.12 0.275 I O I I I I 3.64 26.417 0.00 0.12 0.274 I O I I I I 3.63 26.500 0.00 0.12 0.279 I O I I I I 3.62 26.583 0.00 0.12 0.273 I O I I I I 3.62 26.667 0.00 0.12 0.272 I 0 I I I I 3.61 26.750 0.00 0.12 0.271 I O I I I I 3.60 26.833 0.00 0.12 0.270 I O I I I I 3.59 26.917 0.00 0.12 0.269 I O I I I I 3.58 27.000 0.00 0.12 0.269 I 0 I I I I 3.57 27.083 0.00 0.12 0.268 I O I I ( I 3.56 27.167 0.00 0.12 0.267 I O I I I I 3.56 27.250 0.00 0.12 0.266 I O I I I I 3.55 27.333 0.00 0.12 0.265 I O I I I I 3.54 27.417 0.00 0.12 0.264 I O I I I I 3.53 27.500 0.00 0.12 0.263 I O I I I I 3.52 27.583 0.00 0.12 0.263 I O I I I I 3.51 27.667 0.00 0.12 0.262 I O I I I I 3.50 27.750 0.00 0.12 0.261 I O I I I I 3.50 27.833 0.00 0.12 0.260 I O I I I I 3.49 27.917 0.00 0.12 0.259 I 0 I I I I 3.48 28.000 0.00 0.12 0.258 I O I I I I 3.47 28.083 0.00 0.12 0.258 I O � I I I 3.46 28.167 0.00 0.12 0.257 I O I I I I 3.45 � 28.250 0.00 0.12 0.256 I O I I I I 3.44 28.333 0.00 0.12 0.255 I O I I I I 3.44 28.417 0.00 0.12 0.254 I O I I I I 3.43 28.500 0.00 0.12 0.253 I 0 � I I I 3.42 28.583 0.00 0.12 0.253 I O I I I I 3.41 28.667 0.00 0.12 0.252 I 0 I I. I I 3.40 28.750 0.00 0.12 0.251 I O I I I I 3.39 28.833 0.00 0.12 0.250 I O ( I I I 3.38 28.917 0.00 0.12 0.249 I O I I I I 3.37 29.000 0.00 0.12 0.248 I O I I I I 3.37 29.083 0.00 0.12 0.247 I O I I I ( 3.36 29.167 0.00 0.12 0.297 I O I I I ( 3.35 29.250 0.00 0.12 0.246 I O I I I I 3.34 29.333 0.00 0.12 0.245 I 0 I I I I 3.33 29.417 0.00 0.12 0.244 I O I I I I 3.32 29.500 0.00 0.12 0.243 I 0 I I ( I 3.31 29.583 0.00 0.12 0.242 I O I I I I 3.31 29.667 0.00 0.12 0.242 I O I I I I 3.30 29.750 0.00 0.12 0.241 I O I I I I 3.29 29.833 0.00 0.12 0.240 I O I I I I 3.28 29.917 0.00 0.12 0.239 I O I I I I 3.27 30.000 0.00 0.12 0.238 I 0 I I I I 3.26 30.083 0.00 0.12 0.237 I O I I I I 3.25 30.167 0.00 0.12 0.237 I 0 I I I I 3.25 30.250 0.00 0.12 0.236 I O I I I I 3.24 30.333 0.00 0.12 0.235 I 0 I I I I 3.23 30.417 0.00 0.12 0.234 I O I I I I 3.22 30.500 0.00 0.12 0.233 I 0 I I I I 3.21 30.583 0.00 0.12 0.232 I 0 I I I I 3.20 30.667 0.00 0.12 0.231 I O � I I I 3.19 30.750 0.00 0.12 0.231 I 0 I I I I 3.18 30.833 0.00 0.12 0.230 I O I I I I 3.17 30.917 0.00 0.12 0.229 I O I I I I 3.17 7 � 31.000 0.00 0.12 0.228 I O I I I I 3.16 31.083 0.00 0.12 0.227 I O I I I I 3.15 31.167 0.00 0.12 0.226 I O I I I I 3.14 31.250 0.00 0.12 0.226 I O I I I I 3.13 31.333 0.00 0.12 0.225 I O I I I I 3.12 31.417 0.00 0.12 0.224 I 0 I ( I I 3.11 31.500 0.00 0.12 0.223 I O I I I I 3.10 31.583 0.00 0.12 0.222 I O I I I I 3.09 31.667 0.00 0.12 0.221 I O I I I I 3.08 31.750 0.00 0.12 0.221 I 0 I I I I 3.07 31.833 0.00 0.12 0.220 I 0 I I I I 3.06 31.917 0.00 0.12 0.219 I O I I I I 3.05 32.000 0.00 0.12 0.218 I O I I I I 3.04 32.063 0.00 0.12 0.217 I O I I I I 3.03 32.167 0.00 0.12 0.216 I 0 I I I I 3.02 32.250 0.00 0.12 0.216 I O I I I I 3.01 32.333 0.00 0.12 0.215 I O I I I I 3.00 32.417 0.00 0.12 0.214 I 0 ( I I I 2.99 32.500 0.00 0.12 0.213 I 0 I I I I 2•98 32.563 0.00 0.12 0.212 I 0 I I I I 2.97 32.667 0.00 0.12 0.211 I 0 I I I I 2.96 32.750 0.00 0.12 0.211 I O I I I I 2•95 32.833 0.00 0.12 0.210 I O I I I I 2.94 32.917 0.00 0.12 0.209 I O I I I I 2.93 33.000 0.00 0.12 0.208 I 0 I I I I 2.92 33.083 0.00 0.12 0.207 I O I I I I 2.91 33.167 0.00 0.12 0.206 I 0 I I I I 2.90 33.250 0.00 0.12 0.205 I O I I I I 2.90 33.333 0.00 0.12 0.205 I O I I I I 2•89 33.417 0.00 0.12 0.204 I 0 I I I I 2.88 � 33.500 0.00 0.12 0.203 I O I I I I 2.87 33.583 0.00 0.12 0.202 I 0 I I I I 2.86 33.667 0.00 0.12 0.201 I O I I I I 2.85 33.750 0.00 0.12 0.200 I O I I I I 2.84 33.833 0.00 0.12 0.200 I O I I I ( 2.83 33.917 0.00 0.12 0.199 I O � I I I 2•82 34.000 0.00 0.12 0.198 I O I I I I 2•81 34.083 0.00 0.12 0.197 I 0 I I I I 2.80 34.167 0.00 0.12 0.196 I 0 I I I I 2.79 34.250 0.00 0.12 0.195 I O I I I I 2.78 34.333 0.00 0.12 0.195 I O I I I I 2.77 34.417 0.00 0.12 0.194 I O I I I I 2.76 34.500 0.00 0.12 0.193 I O I I I I 2.75 34.583 0.00 0.12 0.192 I 0 I I I I 2.74 34.667 0.00 0.12 0.191 I 0 � I I I 2.73 34.750 0.00 0.12 0.190 I O I I I I 2•72 34.833 0.00 0.12 0.190 I O' I I I I 2•71 34.917 0.00 0.12 0.189 I O I I I I 2.70 35.000 0.00 0.12 0.188 I 0 I I I I Z•6g 35.083 0.00 0.12 0.187 I O I I I I 2.68 35.167 0.00 0.12 0.186 I O I I I I 2.67 35.250 0.00 0.12 0.185 I O I I I I 2.66 35.333 0.00 0.12 0.185 I 0 I I I I � 2.65 35.417 0.00 0.12 0.184 I O I I I I 2.64 35.500 0.00 0.12 0.183 I O I I I I 2.64 35.583 0.00 0.12 0.182 I O I I I I 2.63 35.667 0.00 0.12 0.181 I 0 I I I I 2.62 35.750 0.00 0.12 0.180 I 0 I I I I 2.61 35.833 0.00 0.12 0.180 I 0 I I I I 2.60 35.917 0.00 0.12 0.179 I 0 I I I I 2.59 � 36.000 0.00 0.12 0.178 I O I I I I 2.58 36.083 0.00 0.12 0.177 I 0 I I I I 2.57 36.167 0.00 0.12 0.176 I O I I I I 2.56 g 36.250 0.00 0.12 0.175 I O I I I I 2.55 36.333 0.00 0.12 0.175 I O I I I I 2.54 36.417 0.00 0.12 0.174 I O I I I I 2.53 36.500 0.00 0.12 0.173 I O I I I I 2•52 36.583 0.00 0.12 0.172 I O I I I I 2.51 36.667 0.00 0.12 0.171 I O I I I I 2.50 36.750 0.00 0.12 0.170 I O I I I I 2.49 36.833 0.00 0.12 0.169 I O I I I I 2•48 36.917 0.00 0.12 0.169 I O I I I I 2.47 37.000 0.00 0.12 0.168 I 0 I I I I 2.46 37.083 0.00 0.12 0.167 I O I I I I 2.45 37.167 0.00 0.12 0.166 I O I I I I 2.44 37.250 0.00 0.12 0.165 I O I I I I 2•43 37.333 0.00 0.12 0.164 I O I I I I 2•42 37.417 0.00 0.12 0.164 I 0 I I I I 2.41 37.500 0.00 0.12 0.163 I O I I I I 2•4� 37.583 0.00 0.12 0.162 I O I I I I 2•4� 37.667 0.00 0.12 0.161 I O I I I I 2.39 37.750 0.00 0.12 0.160 I O I I I I 2.38 37.833 0.00 0.12 0.159 I O I I I I 2.37 37.917 0.00 0.12 0.159 I O I I I I 2.36 38.000 0.00 0.12 0.158 I o I I I I 2.35 38.083 0.00 0.12 0.157 I 0 I I ( I 2.34 38.167 0.00 0.12 0.156 I 0 I I I I 2.33 38.250 0.00 0.12 0.155 I O I I I I 2•32 38.333 0.00 0.12 0.154 I O I I I I 2.31 38.417 0.00 0.12 0.154 I 0 I I I I 2.30 38.500 0.00 0.12 0.153 I O I I I I 2•29 38.583 0.00 0.12 0.152 I O I I I I 2•28 38.667 0.00 0.12 0.151 I 0 I I I I 2•2� 38.750 0.00 0.12 0.150 I O I I I I 2.26 38.833 0.00 0.12 0.149 I O I I I I 2•25 38.917 0.00 0.12 0.149 I O I I I I 2•24 39.000 0.00 0.12 0.148 I O I I I I 2.23 39.083 0.00 0.12 0.147 I O I I I ( 2•22 39.167 0.00 0.12 0.146 I O I I I I Z•21 39.250 0.00 0.12 0.145 I O I I I I 2•20 39.333 0.00 0.12 0.144 I O I I I I 2.19 39.417 0.00 0.12 0.144 I O I I I I 2.18 39.500 0.00 0.12 0.143 I 0 I I I I 2.17 39.583 0.00 0.12 0.192 I O I I I I 2.16 39.667 0.00 0.12 0.141 I O I I I I 2.15 39.750 0.00 0.12 0.140 I O I I I I 2•14 39.833 0.00 0.12 0.139 I 0 I I I I 2.13 39.917 0.00 0.12 0.139 I O I I I I 2•12 40.000 0.00 0.12 0.138 I O I I I I 2.11 40.083 0.00 0.12 0.137 I O I I I I 2.09 40.167 0.00 0.12 0.136 I O I I I I 2.08 40.250 0.00 0.12 0.135 I O I I I I 2.07 40.333 0.00 0.12 0.134 I O I I I I 2.06 40.417 0.00 0.12 0.134 I O I I I I 2.05 40.500 0.00 0.12 0.133 I O I I I I 2•�4 40.583 0.00 0.12 0.132 I O I I I I 2.03 40.667 0.00 0.12 0.131 I O I I I I 2.02 40.750 0.00 0.12 0.130 I O I I I I 2.01 40.833 0.00 0.12 0.129 I 0 I I I I 2.00 40.917 0.00 0.12 0.129 I O I I I I 1.98 41.000 0.00 0.12 0.128 I 0 I I I I 1.97 41.083 0.00 0.12 0.127 I O I I I I 1.96 41.167 0.00 0.12 0.126 I O I I I I 1.95 � 41.250 0.00 0.12 0.125 I O I I I I 1.99 41.333 0.00 0.12 0.124 I O I I I I 1.93 41.417 0.00 0.12 0.124 I 0 I I ( I 1•92 9 41.500 0.00 0.12 0.123 I 0 I I I I 1.91 � 41.583 0.00 0.12 0.122 I O I I I I 1.90 41.667 0.00 0.12 0.121 I O I I I I 1.89 91.750 0.00 0.12 0.120 I O I I I I 1.88 41.833 0.00 0.12 0.120 I 0 I I I I 1.86 41.917 0.00 0.12 0.119 I O I I I I 1.85 42.000 0.00 0.12 0.118 I O I I I I 1-84 42.083 0.00 0.12 0.117 I O I I I I 1.83 42.167 0.00 0.12 0.116 I O I I I I 1•82 92.250 0.00 0.12 0.115 I O I I I I 1.81 42.333 0.00 0.12 0.115 I 0 I I I I 1.80 42.417 0.00 0.12 0.114 I 0 I I I I 1.79 42.500 0.00 0.12 0.113 I O I I I I 1.78 42.583 0.00 0.12 0.112 I O I I I I 1•�� 42.667 0.00 0.12 0.111 I O I I I I 1.76 42.750 0.00 0.12 0.110 I O I I I I 1.74 42.833 0.00 0.12 0.110 I 0 I I. I I 1.73 42.917 0.00 0.12 0.109 I 0 I I I I 1•�2 43.000 0.00 0.12 0.108 I 0 � � � j 1.71 43.083 0.00 0.12 0.107 I 0 I I I I 1.70 43.167 0.00 0.12 0.106 I O I I I I 1.69 43.250 0.00 0.12 0.105 I O I I I I 1.68 43.333 0.00 0.12 0.105 I 0 I I I I 1.67 43.417 0.00 0.12 0.104 I O I I I I 1.66 43.500 0.00 0.12 0.103 I O I I I I 1.65 43.583 0.00 0.12 0.102 I O I I I I 1.64 43.667 0.00 0.12 0.101 I O I I I I 1.62 43.750 0.00 0.12 0.100 I O I I I I 1.61 43.833 0.00 0.12 0.100 I 0 I I I I 1.60 43.917 0.00 0.12 0.099 I O I I I I 1.59 44.000 0.00 0.12 0.098 I O I I I I 1.58 � 94.083 0.00 0.12 0.097 I 0 I I I I 1.57 44.167 0.00 0.12 0.096 I O I I I I 1.56 44.250 0.00 0.12 0.095 I O I I I I 1.55 44.333 0.00 0.12 0.095 I 0 I I I I 1.54 44.417 0.00 0.12 0.094 I O I I I I 1.53 44.500 0.00 0.12 0.093 I O I I I I 1.52 44.583 0.00 0.12 0.092 I O I I I I 1.50 44.667 0.00 0.12 0.091 I 0 I I I I 1.49 44.750 0.00 0.12 0.090 I 0 I I I I 1.48 44.833 0.00 0.12 0.090 I 0 I I I I 1.47 44.917 0.00 0.12 0.089 I 0 I I I I 1.46 45.000 0.00 0.12 0.088 I 0 I I I I 1.45 45.083 0.00 0.12 0.087 I 0 I I I I 1.44 45.167 0.00 0.12 0.086 I O I I I ( 1.43 45.250 0.00 0.12 0.085 I O I I I I 1•42 45.333 0.00 0.12 0.085 I O I I I I 1.41 45.417 0.00 0.12 0.084 I O I I I I 1.40 45.500 0.00 0.12 0.083 I 0 I I I I 1.38 45.583 0.00 0.12 0.082 I O I I I I 1.37 95.667 0.00 0.12 0.081 I O I I I I 1.36 45.750 0.00 0.12 0.081 I O I I I I 1.35 45.833 0.00 0.12 0.080 I O I I I I 1.34 45.917 0.00 0.12 0.079 I 0 I I I I 1.33 46.000 0.00 0.12 0.078 I O I I I I 1.32 46.083 0.00 0:12 0.077 I 0 I I I I 1.31 46.167 0.00 0.12 0.076 I 0 I I I I 1.30 46.250 0.00 0.12 0.076 I O I I I I 1.29 46.333 0.00 0.12 0.075 I 0 I I I I 1.28 46.417 0.00 0.12 0.074 I 0 I I I ( 1.26 46.500 0.00 0.12 0.073 I O I I I I 1.25 � 46.583 0.00 0.12 0.072 I 0 I I I I 1.24 46.667 0.00 0.12 0.071 I 0 I I I I 1.23 10 � 46.750 0.00 0.12 0.071 I O I I I I 1•22 46.833 0.00 0.12 0.070 I O I I I I 1.21 46.917 0.00 0.12 0.069 I O I I I I 1.20 47.000 0.00 0.12 0.068 I O I I I I 1.19 47.083 0.00 0.12 0.067 I O I I I I 1.17 47.167 0.00 0.12 0.066 I O I I I I 1.16 47.250 0.00 0.12 0.066 I O I I I I 1.15 47.333 0.00 0.12 0.065 I O I I I I 1.14 47.417 0.00 0.12 0.064 I O I I I I 1.12 47.500 0.00 0.12 0.063 I O I I I I 1.11 47.583 0.00 0.12 0.062 I O � � � � 1.10 47.667 0.00 0.12 0.062 I O I I I I 1.08 47.750 0.00 0.12 0.061 I O I I I I 1.07 97.833 0.00 0.12 0.060 I O I I I I 1.06 47.917 0.00 0.12 0.059 I O I I I I 1.05 48.000 0.00 0.12 0.058 I O I I I I 1.03 48.083 0.00 0.12 0.057 I O I I I I 1.02 48.167 0.00 0.12 0.057 I O I I I I 1.01 48.250 0.00 0.12 0.056 I O I I I I 1.00 98.333 0.00 0.12 0.055 I O I I I I 0.98 48.417 0.00 0.12 0.054 I O I I I I 0.97 48.500 0.00 0.12 0.053 I O I I I I 0.96 48.583 0.00 0.12 0.052 I O I I I I 0.95 48.667 0.00 0.12 0.052 I O I I I I 0.93 48.750 0.00 0.12 0.051 I O � I I I �•g2 48.833 0.00 0.12 0.050 I O I I I I 0.91 48.917 0.00 0.12 0.049 I 0 I I I I 0.89 49.000 0.00 0.12 0.048 I O I I I I 0.68 49.083 0.00 0.12 0.047 I O I I I I �•8� 49.167 0.00 0.12 0.047 I O I I I I 0.86 � 49.250 0.00 0.12 0.046 I O I I I I 0•84 49.333 0.00 0.12 0.045 I O I I I I 0.83 49.417 0.00 0.12 0.044 I O I I I I 0.62 49.500 0.00 0.12 0.043 I O I I I I 0.81 99.583 0.00 0.12 0.043 I O I I I I 0.79 49.667 0.00 0.12 0.042 I O I I I I 0.78 49.750 0.00 0.12 0.041 I 0 I I I I 0.77 49.833 0.00 0.12 0.040 I O I I I I 0.76 49.917 0.00 0.12 0.039 I O I I I I 0•74 50.000 0.00 0.12 0.038 I O I I I I 0.73 50.083 0.00 0.12 0.038 I O I I I I 0.72 50.167 0.00 0.12 0.037 I O I I I I 0.70 50.250 0.00 0.12 0.036 I O I I I I 0.69 50.333 0.00 0.12 0.035 I O I I I I 0.68 50.417 0.00 0.12 0.034 I O I I I I 0.67 50.500 0.00 0.12 0.033 I O I I I I 0.65 50.583 0.00 0.12 0.033 I O I "I I I 0.64 50.667 0.00 0.12 0.032 I O I I I I 0.63 50.750 0.00 0.12 0.031 I O I I I I 0.62 50.833 0.00 0.12 0.030 I O I I I I 0.60 50.917 0.00 0.12 0.029 I O I I I I 0.59 51.000 0.00 0.12 0.029 I O I I I I 0.58 51.083 0.00 0.12 0.028 I O I I I I 0.57 51.167 0.00 0.12 0.027 I O I I I I 0.55 51.250 0.00 0.12 0.026 I O I I I I 0.54 51.333 0.00 0.12 0.025 I O I I I I 0.53 51.417 0.00 0.12 0.024 I O I I I I 0.51 51.500 0.00 0.12 0.024 I O I I I I 0.50 51.583 0.00 0.12 0.023 I 0 I I I I 0.49 51.667 0.00 0.12 0.022 I O I I I I �•98 � 51.750 0.00 0.12 0.021 I 0 I I I I 0.46 51.833 0.00 0.12 0.020 I O ( I I I 0.45 51.917 0.00 0.12 0.020 I O I I I I 0.44 11 � 52.000 0.00 0.12 0.019 I O I I I I 0.43 52.083 0.00 0.12 0.018 I O I I I I 0.41 52.167 0.00 0.12 0.017 I O I I I I 0.40 52.250 0.00 0.12 0.016 I 0 I I I I 0.39 52.333 0.00 0.12 0.015 I 0 I I I I 0.38 52.417 0.00 0.12 0.015 I O I I I I 0.36 52.500 0.00 0.12 0.014 I 0 I I I I 0.35 52.583 0.00 0.12 0.013 I O I I I I 0.34 52.667 0.00 0.12 0.012 I O I I I I 0.33 52.750 0.00 0.12 0.011 I 0 I I I I 0.31 52.833 0.00 0.12 0.010 I O I I I I 0.30 52.917 0.00 0.12 0.010 I O I I I I 0.29 53.000 0.00 0.12 0.009 I 0 I I I I 0.27 53.083 0.00 0.12 0.008 I 0 I I I I 0.26 53.167 0.00 0.12 0.007 I O I I. I I 0.25 53.250 0.00 0.12 0.006 I O I I I I 0.24 53.333 0.00 0.12 0.006 I O I I I I 0.22 53.417 0.00 0.12 0.005 I O I I I I 0.21 53.500 0.00 0.12 0.004 I O I I I I 0.20 53.583 0.00 0.10 0.003 I O I I I I 0.16 53.667 0.00 0.08 0.003 I 0 I I I I 0.13 53.750 0.00 0.06 0.002 I O I I I I 0.11 53.833 0.00 0.05 0.002 IO I I I I 0.09 53.917 0.00 0.04 0.001 IO I I I I 0.07 54.000 0.00 0.03 0.001 IO I I I. I 0.06 54.083 0.00 0.03 0.001 IO I I I I 0.05 54.167 0.00 0.02 0.001 O I I I I 0.09 54.250 0.00 0.02 0.001 O I I I I 0.03 54.333 0.00 0.02 0.001 O I I I I 0.03 54.417 0.00 0.01 0.000 O I I I I 0.02 � 54.500 0.00 0.01 0.000 O I I I I 0.02 54.583 0.00 0.01 0.000 O I I I I 0.01 54.667 0.00 0.01 0.000 O I I I I 0.01 54.750 0.00 0.01 0.000 O I I I I 0.01 54.833 0.00 0.00 0.000 O I I I I 0.01 54.917 0.00 0.00 0.000 O I I I I 0.01 55.000 0.00 0.00 0.000 O I I ( I 0.00 55.083 0.00 0.00 0.000 O I I I I 0.00 55.167 0.00 0.00 0.000 O I I I I 0.00 55.250 0.00 0.00 0.000 O I I I I 0.00 55.333 0.00 0.00 0.000 O I I I I 0.00 55.417 0.00 0.00 0.000 O I I I I 0.00 55.500 0.00 0.00 0.000 O I I I I 0.00 **+��++*****�*+**�*��*++�*�HYDROGRAPH DATA********+�**+**+******�+**** Number of intervals = 666 Time interval = 5.0'(Min.) Maximum/Peak flow rate = 0.123 (CFS) Total volume = 0.525 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *��****��**�**��+***�**�**�**�**�*+*��*�****+***+**��******��*****�� -------------------------------------------------------------------- � 12 • � APPENDIX H.7: BASIN "B" 2-YEAR� 24-HOUR BASIN ROUTING CALCULATIONS � � FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 12/04/08 --------------------------------------------------------------------- TTM 30434 BASIN ROUTING CALCULATIONS POROUS LANDSCAPE DETENTION "B" ROUTING - 2-YEAR 24-HOUR STORM EVENT FILENAME: BASINB242 -------------------------------------------------------------------- Program License Serial Number 6045 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREABP242.rte �*��*��**��***��+******+HYDROGRAPH DATA**�*+****+**��*�**�****�*�** Number of intervals = 301 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 1.151 (CFS) Total volume = 0.709 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 � �**+******��*�**��**********�***��*****�***�******�****��****�*��**+ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ . Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 301 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -----------------------------------------------------=-------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (AC.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.500 0.025 0.298 0.024 0.026 1.500 0.182 0.299 0.181 0.183 2.500 0.356 0.300 0.355 0.357 3.500 0.547 0.301 0.546 0.548 � --- 4. 500 __--- 0� 756 ---�- 0� 302_ - 0. 755 0. 757 -------------------- ------------- 1 Hydrograph Detention Basin Routing Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.3 0.58 0.86 1.15 (Ft.) 0.083 0.00 0.00 0.000 O I I I I 0.00 0.167 0.02 0.00 0.000 0 I I I I 0.00 0.250 0.04 0.00 0.000 OI I I I I 0.01 0.333 0.05 0.01 0.001 OI I I I I 0.01 0.417 0.07 0.01 0.001 OI I ( I I 0.02 0.500 0.08 0.02 0.001 O I I I I I 0.03 0.583 0.09 0.02 0.002 O I ( I I I 0.04 0.667 0.10 0.03 0.002 O I I I I I 0.05 0.750 0.10 0.03 -0.003 0 I I I I I 0.06 0.833 0.10 0.04 0.003 �OI I I I I 0.06 0.917 0.11 0.04 0.004 10 I � I I I 0.07 1.000 0.12 0.05 0.004 I� I I I I I 0.08 1.083 0.13 0.06 0.005 10 I I I I I 0.09 1.167 0.12 0.06 0.005 10 I I I I I 0.10 1.250 0.11 0.07 0.005 10 I I I I I 0.11 1.333 0.11 0.07 0.006 10 I I I I I 0.12 1.417 0.11 0.07 0.006 I O I I I I 0.12 1.500 0.11 0.07 0.006 I 0 I I I I 0.13 1.583 0.10 0.08 0.006 I O I I I I 0.13 1.667 0.10 0.08 0.007 � O I 1 I I 0.13 1.750 0.10 0.08 0.007 I O I I I I 0.14 1.833 0.10 0.08 0.007 I O I I I I 0.14 1.917 0.11 0.08 0.007 I OI I I I I 0.14 2.000 0.12 0.09 0.007 I OI I I I I 0.15 2.083 0.13 0.09 0.008 I �I I I I I 0.15 2.167 0.13 0.09 0.008 I OI I I I I 0.16 2.250 0.13 0.10 0.008 I OI I I I I 0.16 2.333 0.14 0.10 0.008 I �I I I I I 0.17 2.417 0.14 0.10 0.009 I OI I I I I 0.17 2.500 0.14 0.11 0.009 � OI I I I I 0.18 2.583 0.14 0.11 0.009 I O I I I I 0.18 2.667 0.15 0.11 0.009 I OI I I I I 0.19 2.750 0.16 0.11 0.010 I OI I I I I 0.19 2.833 0.16 0.12 0,010 I OI I I I I 0.20 2.917 0.17 0.12 0.010 I OI I I I I 0.20 3.000 0.17 0.13 0.010 I OI I ( I I 0.21 3.083 0.17 0.13 0.011 I OI I I ( I 0.22 3.167 0.17 0.13 0.011 I OI I I I I 0•22 3.250 0.17 0.13 0.011 � OI I I I I 0.23 3.333 0.17 D.14 0.012 � OI I I I I 0.23 3.417 0.17 0.14 0.012 I OI I I I I 0.24 3.500 0.17 0.14 0.012 � OI I I I I 0.24 3.583 0.17 0.15 0.012 I O I I I I 0.24 3.667 0.17 0.15 0.012 I O I I I I 0.25 3.750 0.17 0.15 0.013 I O I I I I 0.25 3.833 0.17 0.15 0.013 I O I I I I 0.25 3.917 0.18 0.15 0.013 I OI I I I I 0.26 4.000 0.19 0.16 0.013 I OI I I ( I 0.26 4.083 0.20 0.16 0.013 I OI I I I I 0.27 4.167 0.20 0.16 0.014 I OI I I I I 0.27 4.250 0.20 0.17 0.014 I OI I I I I 0.28 4.333 0.21 0.17 0.014 � OI I I I I 0.28 4.417 0.21 0.17 0.019 I OI I I I I 0.29 4.500 0.23 0.18 0.015 I 0 I I I I I 0.29 4.583 0.23 0.18 0.015 I 0 I I I I I 0.30 4.667 0.24 0.18 0.015 I OI I I I I 0.31 Z 4.750 0.24 0.19 0.016 I OI I I I I 0.32 4.833 0.24 0.19 0.016 I OI � I I ( 0.32 4.917 0.25 0.20 0.016 � OI I I I I 0.33 5.000 0.26 0.20 0.017 � O II I I I 0.34 5.083 0.26 0.21 0.017 � 0 II I I I 0.34 5.167 0.25 0.21 0.018 � 0 II I I I 0.35 5.250 0.23 0.21 0.018 � OI I I I I 0.36 5.333 0.22 0.21 0.018 I OI I I I I 0.36 5.417 0.22 0.21 0.018 ( OI � � � � 0.36 5.500 0.23 0.21 0.018 � OI I I I I 0.36 5.583 0.24 0.22 0.018 � 0 I I I I 0.36 5.667 0.25 0.22 0.018 I 0 I I I I 0.37 5.750 0.26 0.22 0.019 I OII I I I 0.37 5.833 0.27 0.22 0.019 I OII I I I 0.38 5.917 0.27 0.23 0.019 I OII I I I 0.38 6.000 0.27 0.23 0.019 I OII I I I 0.39 6.083 0.27 0.23 0.020 � OII I I I 0.39 6.167 0.28 0.24 0.020 I OII I I I 0.40 6.250 0.30 0.24 0.020 I 0 I I I I 0.41 6.333 0.30 0.25 0.021 � 0 I I I I 0.41 6.417 0.30 0.25 0.021 � 0 I I I I 0.42 6.500 0.31 0.26 0.021 I OI I I I 0.43 6.583 0.31 0.26 0.022 I OI I I I 0.43 6.667 0.32 0.2b 0.022 I OI I I I 0.44 6.750 0.33 0.27 0.022 � OII I I I 0.45 6.833 0.34 0.27 0.023 I OII I I I 0.46 6.917 0.34 0.28 0.023 I O�I I I I 0.47 7.000 0.34 0.28 0.024 I O11 I I I 0.47 7.083 0.34 0.29 0.024 I OII I I I �•48 7.167 0.34 0.29 0.024 � OI I I I 0.49 7.250 0.34 0.30 0.025 I OI I I I 0.50 � 7.333 0.34 0.30 0.025 I OI I I I 0.50 7.417 0.35 0.30 0.025 I OI I I I 0.50 7.500 0.36 0.30 0.026 I O I I I I 0.51 7.583 0.37 0.30 0.026 I O I I I I 0.51 7.667 0.38 0.30 0.027 I � I I I I 0.51 7.750 0.40 0.30 0.028 I 0 I I I I 0.52 7.833 0.40 0.30 0.028 � O I I I I 0.52 7.917 0.41 0.30 0.029 � O I I I I 0.53 8.000 0.43 0.30 0.030 I O I I I I 0.53 8.083 0.44 0.30 0.031 I O I I I I 0.54 8.167 0.46 0.30 0.032 I O I I I I 0.54 8.250 0.49 0.30 0.033 I O I I I I 0.55 8.333 0.50 0.30 0.034 � O I � � � 0.56 8.417 0.50 0.30 0.036 I � I I I I 0.57 8.500 0.51 0.30 0.037 I O I I I I 0.58 8.583 0.51 0.30 0.039 I O I I I I 0.59 8.667 0.52 0.30 0.040 I 0 I I I I 0.60 8.750 0.54 0.30 0.042 � O I I I I 0.61 8.833 0.54 0.30 0.043 � O II I I 0.62 8.917 0.55 0.30 0.045 � O II I I 0.63 9.000 0.57 0.30 0.047 I O II I I 0.64 9.083 0.58 0.30 0.049 I O I I I � 0.65 9.167 0.59 0.30 0.051 � O I � I 0.66 9.250 0.62 0.30 0.053 I 0 II I I 0.68 9.333 0.64 0.30 0.055 I 0 II I I 0.69 9.417 0.65 0.30 0.058 I O I I I I 0.71 9.500 0.67 0.30 0.060 I 0 I I I I 0.72 9.583 0.68 0.30 0.063 � O I I ( I 0.74 9.667 0.69 0.30 0.065 I 0 I I I I 0.76 9.750 0.70 0.30 0.068 � O I I I I 0.77 � 9.833 0.71 0.30 0.071 I O I I I I 0.79 9.917 0.72 0.30 0.074 I � I I I I 0.81 3 � 10.000 0.74 0.30 0.077 I O I I I I 0.83 10.083 0.73 0.30 0.080 I O I I I I 0.85 10.167 0.69 0.30 0.083 I O I I I I 0.87 10.250 0.60 0.30 0.085 I O I I I 0.88 10.333 0.57 0.30 0:087 I 0 II I I 0.89 10.417 0.55 0.30 0.089 I 0 II I I 0.91 10.500 0.53 0.30 0.090 I 0 I I I I 0.92 10.583 0.53 0.30 0.092 � O I I I I 0.93 10.667 0.56 0.30 0.094 � O II I I 0.94 10.750 0.63 0.30 0.096 I 0 11 I I 0.95 10.833 0.65 0.30 0.098 I 0 I I I I 0.97 10.917 0.66 0.30 0.101 I O I I I I 0.98 11.000 0.67 0.30 0.103 I 0 I I I I 1.00 11.083 0.68 0.30 0.106 � O I I I I 1.01 . 11.167 0.67 0.30 0.108 I O I I I I 1.03 11.250 0.66 0.30 0.111 � O I I I I 1.05 11.333 0.66 0.30 0.113 I O I I I I 1.06 11.417 0.66 0.30 0.116 � O I I I I 1.08 11.500 0.65 0.30 0.118 I 0 I I. I I 1.09 11.583 0.65 0.30 0.121 � O I I I I 1.11 11.667 0.64 0.30 0.123 I O l= I I 1.12 11.750 0.61 0.30 0.125 � O I I I 1.14 , 11.833 0.60 0.30 0.127 I � I I I 1.15 11.917 0.60 0.30 0.130 I O I I I 1.17 12.000 0.61 0.30 0.132 � O I I I 1.18 12.083 0.62 0.30 0.134 � O �I � I 1.19 12.167 0.67 0.30 0.136 I O I I I I 1.21 12.250 0.77 0.30 0.139 I O I I I I 1.23 12.333 0.80 0.30 0.143 I O I I I I 1.25 12.417 0.83 0.30 0.146 � O I II I 1•2� � 12.500 0.86 0.30 0.150 I O I II I 1.30 12.583 0.88 0.30 0.154 � O � I � 1.32 12.667 0.90 0.30 0.158 � O I I I 1.35 12.750 0.93 0.30 0.162 � 0 I II I 1.37 12.833 0.94 0.30 0.166 I O I I I � 1.40 12.917 0.96 0.30 0.171 I O I I I I 1.43 13.000 0.98 0.30 0.176 � O � I I � 1.46 13.083 0.99 0.30 0.180 � 0 I I I I 1.49 13.167 1.03 0.30 0.185 I O I I I I 1.52 13.250 1.10 0.30 0.190 I O I I I I 1.55 13.333 1.13 0.30 0.196 � O I I II 1.58 13.417 1.14 0.30 0.202 I O I I II 1.61 13.500 1.15 0.30 0.208 I O I I II 1.65 13.583 1.14 0.30 0.213 I 0 I I II 1.68 13.667 1.07 0.30 0.219 I � I I I I 1.71 13.750 0.93 0.30 0.224 � O I II I 1.74 13.833 0.87 0.30 0.228 I O I' I I 1.76 13.917 0.84 0.30 0.232 � O I II I 1.79 14.000 0.82 0.30 0.235 I O I I I I 1.81 14.083 0.81 0.30 0.239 � O I I I I 1.83 14.167 0.83 0.30 0.243 I O I II I 1.85 14.250 0.88 0.30 0.246 I O I I I 1.87 14.333 0.90 0.30 0.251 I O I I I 1.89 14.417 0.90 0.30 0.255 I 0 I II I 1.92 14.500 0.90 0.30 0.259 � O � I � 1.94 14.583 0.89 0.30 0.263 I 0 I I I 1.96 14.667 0.89 0.30 0.267 � O � I � 1.99 14.750 0.89 0.30 0.271 � 0 I I I 2.01 14.833 0.89 0.30 0.275 I O I I I 2.04 14.917 0.88 0.30 0.279 � 0 I I I 2.06 � 15.000 0.87 0.30 0.283 I O I I I 2.08 15.083 0.86 0.30 0.287 I 0 I I I 2.10 15.167 0.85 0.30 0.291 I O I II I 2.13 4 15.250 0.84 0.30 0.295 I O � I� I 2.15 � 15.333 0.83 0.30 0.298 I O I II I 2•1� 15:417 0.82 0.30 0.302 I O I I I I 2.19 15.500 0.81 0.30 0.306 � 0 I I I I 2.21 15.583 0.79 0.30 0.309 I O I I I I 2.23 15.667 0.76 0.30 0.312 I O I I I I 2.25. 15.750 0.71 0.30 0.315 � 0 I I I I 2•27 15.833 0.69 0.30 0.318 I 0 I I I I z•28 15.917 0.67 0.30 0.321 I O I I I I 2.30 16.000 0.66 0.30 0.323 I O I I I I 2.31 16.083 0.64 0.30 0.326 I O II I I 2•33 16.167 0.53 0.30 0.328 � O I I I I 2.34 16.250 0.33 0.30 0.328 I OI I I I 2.34 16.333 0.25 0.30 0.328 I IO I I I 2.34 16.417 0.21 0.30 0.328 I I O I I I 2.34 16..500 0.18 0.30 0.327 I I O I I I 2.33 16.583 0.16 0.30 0.326 � I O � I I 2.33 16.667 . 0.14 0.30 0.325 I I O I I I 2•32 16.750 0.12 0.30 0.324 I I 0 I I I 2.32 16.833 0.12 0.30 0.323 I I O I I I 2.31 16.917 0.11 0.30 0.322 I I O I I I 2.30 17.000 0.11 0.30 0.320 I I O I I I 2.30 17.083 0.11 0.30 0.319 I I O I I I 2.29 17.167 0.12 0.30 0.318 I I O I I I 2•28 17.250 0.15 0.30 0.317 I I 0 I I I 2.27 17.333 0.16 0.30 0.316 I I O I I I 2•27 17.417 0.16 0.30 0.315 I I O I I I 2.26 17.500 0.17 0.30 0.314 I I O I I I 2.26 17.583 0.17 0.30 0.313 � I O I I I 2.25 17.667 0.17 0.30 0.312 � I O I I I. 2•25 17.750 0.17 0.30 0.311 I I 0 I I I 2•24 17.833 0.17 0.30 0.310 I I O I I I 2.24 17.917 0.16 0.30 0.309 I I O I I I 2.23 18.000 0.15 0.30 0.308 I I O I I I 2.23 18.083 0.14 0.30 0.307 I I O I I I 2.22 18.167 0.14 0.30 0.306 I I. O I I I 2.21 18.250 0.14 0.30 0.305 I I O I I I 2.21 18.333 0.14 0.30 0.304 � I 0 I I I 2.20 16.417 0.14 0.30 0.303 I I O � I I 2.19 18.500 0.14 0.30 0.302 I I 0 I I I 2.19 18.583 0.14 0.30 0.301 I I O I I I 2.18 18.667 0.13 0.30 0.299 I I O I I I 2.17 18.750 0.12 0.30 0.298 I I O I I I 2.17 18.833 0.11 0.30 0.297 � I 0 I I I 2.16 18.917 0.10 0.30 0.296 I I O I I I 2.15 19.000 0.08 0.30 0.294 � I O I I I 2.14 19.083 0.08 0.30 0.293 I I O I I I 2.14 19.167 0.08 0.30 0.291 � I O I I I 2.13 19.250 0.09 0.30 0.290 I I O I I I 2•12 19.333 0.10 0.30 0.288 I I O I I I 2.11 19.417 0.11 0.30 0.287 I I O � I I 2.10 19.500 0.12 0.30 0.286 I I � I I I 2.10 19.583 0.13 0.30 0.284 I I O I I I 2.09 19.667 0.12 0.30 0.283 I I O I I I 2.08 19.750 0.11 0.30 0.282 I I O I I I 2.�7 19.833 0.11 0.30 0.281 I I O I I I 2.07 19.917 0.10 0.30 0.279 I I O I I I 2.06 20.000 0.08 0.30 0.278 I I 0 I I I 2.05 20.083 0.08 0.30 0.276 I I O I I I 2.04 20.167 0.08 0.30 0.275 I I 0 I I I 2.03 20.250 0.09 0.30 0.273 I I O I I I 2.03 � 20.333 0.10 0.30 0.272 I I O ( I I 2.02 20.417 0.10 0.30 0.271 I I O I I I 2.01 5 � 20.500 0.10 0.30 0.269 I I O I I I 2.00 20.583 0.10 0.30 0.268 I I O I I I 1.99 20.667 0.10 0.30 0.267 I I O I I I 1.99 20.750 0.10 0.30 0.265 I I O I I I 1.98 20.833 0.10 0.30 0.264 � I O I I I 1•9� 20.917 0.09 0.30 0.262 I I O I I I 1.96 21.000 0.08 0.30 0.261 � I O I I I 1.95 21.083 0.08 0.30 0.259 I I O I I I 1.95 21.167 0.08 0.30 0.258 I I O I I I 1.94 � 21.250 0.09 0.30 0.257 I I 0 I I I 1.93 21.333 0.10 0.30 0.255 I I 0 I I I 1•92 21.417 0.09 0.30 0.254 I I 0 I I I 1.91 21.500 0.08 0.30 0.252 I I O I I I 1.90 21.583 0.08 0.30 0.251 I I O I I I 1.89 21.667 0.08 0.30 0.249 ( I O I I I 1.89 21.750 0.09 0.30 0.248 I I O I I I 1•88 21.833 0.10 0.30 0.246 ( I O I I I 1•8� 21.917 0.09 0.30 0.245 I I O I I I 1.86 22.000 0.08 0.30 0.243 I I O I I I 1.85 22.083 0.08 0.30 0.292 � I O I I ( 1.84 22.167 0.08 0.30 0.240 I I O I I I 1•84 22.250 0.09 0.30 0.239 I I O I I I 1.83 22.333 0.10 0.30 0.237 I I 0 I I I 1•g2 22.417 0.09 0.30 0.236 I I O I I I 1.81 22.500 0.08 0.30 0.235 � I 0 I I I 1.80 22.583 0.07 0.30 0.233 I I O I I I 1.79 22.667 0.07 0.30 0.231 � I O I I I 1•�8 22.750 0.07 0.30 0.230 II 0 I I I 1•78 22.833 0.07 0.30 0.228 li O I I I 1•�� 22.917 0.07 0.30 0.227 li � I I I 1.76 23.000 0.07 0.30 0.225 II O I I I 1.75 � 23.083 0.07 0.30 0.224 �I O � I I 1.74 23.167 0.07 0.30 0.222 �I O I I I 1.73 23.250 0.07 0.30 0.220 li O I I I 1.72 23.333 0.07 0.30 0.219 li O I I I 1.71 23.417 0.07 0.30 0.217 li � I I I 1.70 23.500 0.07 0.30 0.216 II O I I I 1.69 23.583 0.07 0.30 0.214 li O I I I 1.68 23.667 0.07 0.30 0.212 II O I I I 1.68 23.750 0.07 0.30 0.211 �I O I I I 1.67 23.833 0.07 0.30 0.209 II � I I I 1.66 23.917 0.07 0.30 0.208 II O � � � 1.65 24.000 0.07 0.30 0.206 II O I I I 1.64 24.083 0.07 0.30 0.205 II � I I I 1.63 24.167 0.05 0.30 0.203 �I O I I I 1.62 24.250 0.03 0.30 0.201 I O I I I 1.61 24.333 0.02 0.30 0.199 I O I I I 1.60 24.917 0.01 0.30 0.197 I O I I I 1.59 24.500 0.01 0.30 0.195 I O I I I 1.58 24.583 0.00 0.30 0.193 I O I I I 1.56 24.667 0.00 0.30 0.191 I O I I I 1.55 24.750 0.00 0.30 0.189 I O I I I 1.54 24.833 0.00 0.30 0.187 I O I I I 1.53 24.917 0.00 0.30 0.185 I O I I I 1.52 25.000 0.00 0.30 0.183 I O I I I 1.51 25.083 0.00 0.30 0.181 I 0 I I I 1.49 25.167 0.00 0.30 0.179 I 0 I I I 1.48 25.250 0.00 0.30 0.177 I O I I I 1.47 25.333 0.00 0.30 0.175 I O I I I 1.45 25.417 0.00 0.30 0.173 I O I I I 1.44 25.500 0.00 0.30 0.171 I O I I I 1.43 � 25.583 0.00 0.30 0.168 I 0 I I I 1.41 25.667 0.00 0.30 0.166 I 0 I I I 1.40 6 � 25.750 0.00 0.30 0.164 I O I I I 1.39 25.833 0.00 0.30 0.162 I O I I I 1•3� 25.917 0.00 0.30 0.160 I O I I I 1.36 26.000 0.00 0.30 0.158 I O I I I 1.35 26.083 0.00 0.30 0.156 I O I I I 1.34 26.167 0.00 0.30 0.154 I 0 I I I 1.32 26.250 0.00 0.30 0.152 I O I I I 1.31 26.333 0.00 0.30 0.150 I O I I I 1.30 26.417 0.00 0.30 0.148 I O I I I 1•28 26.500 0.00 0.30 0.146 I 0 I I I 1•2� 26.583 0.00 0.30 0.144 I 0 I I I 1.26 26.667 0.00 0.30 0.192 I O I I I 1•24 26.750 0.00 0.30 0.140 I O I I I 1.23 26.833 0.00 0.30 0.138 I O I I I 1•22 26.917 0.00 0.30 0.136 I O I I I 1.20 27.000 0.00 0.30 0.133 I 0 I I I 1.19 27.083 0.00 0.30 0.131 I O I I I 1.18 27.167 0.00 0.30 0.129 I O I I I 1.16 27.250 0.00 0.30 0.127 I O I I I 1.15 27.333 0.00 0.30 0.125 I 0 I I I 1.14 27.417 0.00 0.30 0.123 I O I I I 1.13 27.500 0.00 0.30 0.121 I O I I I 1.11 27.583 0.00 0.30 0.119 I 0 I I I 1.10 27.667 0.00 0.30 0.117 I O I I I 1.09 27.750 0.00 0.30 0.115 I O I I I 1.07 27.833 0.00 0.30 0.113 I O I I I 1.06 27.917 0.00 0.30 0.111 I O I I I 1.05 28.000 0.00 0.30 0.109 I O I I I 1.03 28.083 0.00 0.30 0.107 I O I I I 1.02 28.167 0.00 0.30 0.105 I O I I I 1.01 28.250 0.00 0.30 0.103 I O I I I 0.99 � 28.333 0.00 0.30 0.101 I O I I I 0.98 28.417 0.00 0.30 0.099 I O I I I �•97 28.500 0.00 0.30 0.096 I O � I I 0.96 28.583 0.00 0.30 0.099 I O I I I 0.94 28.667 0.00 0.30 0.092 I 0 I I I 0.93 28.750 0.00 0.30 0.090 I O I I I 0.92 28.833 0.00 0.30 0.088 I 0 I I I 0.90 28.917 0.00 0.30 0.086 I O I I I 0.89 29.000 0.00 0.30 0.084 I O I I I �•88 29.083 0.00 0.30 0.082 I O I I I 0.86 29.167 0.00 0.30 0.080 I O I I I 0.85 29.250 0.00 0.30 0.078 I O I I I �•84 29.333 0.00 0.30 0.076 I 0 I I I 0.82 29.417 0.00 0.30 0.074 I O I I I 0.81 29.500 0.00 0.30 0.072 I O I I I 0.80 29.583 0.00 0.30 0.070 I ` O I I I �•�9 29.667 0.00 0.30 0.068 I O I I I �•�� 29.750 0.00 0.30 0.066 I O I I I 0.76 29.833 0.00 0.30 0.064 I 0 I I I 0.75 29.917 0.00 0.30 0.062 I O I I I 0.73 30.000 0.00 0.30 0.060 I O I I I �•72 30.083 0.00 0.30 0.057 I O I I I ' 0.71 30.167 0.00 0.30 0.055 I O I I I 0.69 30.250 0.00 0.30 0.053 I 0 I I I 0.68 30.333 0.00 0.30 0.051 I O I I I 0.67 30.417 0.00 0.30 0.049 I 0 I I I 0.65 30.500 0.00 0.30 0.047 I O I I I 0.64 30.583 0.00 0.30 0.045 I 0 I I I 0.63 30.667 0.00 0.30 0.043 I O I I I 0.62 30.750 0.00 0.30 0.041 I 0 I I I 0.60 � 30.833 0.00 0.30 0.039 I O I I I 0.59 . 30.917 0.00 0.30 0.037 I O I I I 0.58 7 � 31.000 0.00 0.30 0.035 I O I I I 0.56 31.083 0.00 0.30 0.033 I O I I I 0.55 31.167 0.00 0.30 0.031 I O I I I 0.54 31.250 0.00 0.30 0.029 I O I I I 0.52 31.333 0.00 0.30 0.027 I 0 I I I 0.51 31.417 0.00 0.29 0.025 I O I I I 0.49 31.500 0.00 0.27 0.023 I OI I I I 0.45 31.583 0.00 0.25 0.021 I 0 I I I I 0•42 31.667 0.00 0.23 0.019 I 0 I I I I 0.38 31.750 0.00 0.21 0.018 I O I I I I 0.35 31.833 0.00 0.19 0.016 I O I I I I 0.33 31.917 0.00 0.18 0.015 I O I I I I 0.30 32.000 0.00 0.17 0.014 I O I I I I �•28 32.083 0.00 0.15 0.013 I O I I I I 0.26 32.167 0.00 0.14 0.012 I O I I I I 0.24 . 32.250 0.00 0.13 0.011 I O I I I I �•Zz 32.333 0.00 0.12 0.010 I O I I I I 0.20 32.417 0.00 0.11 0.009 I O I I I ( 0.18 32.500 0.00 0.10 0.008 I O I I I I 0.17 32.583 0.00 0.09 0.008 I O I I I I 0.16 32.667 0.00 0.09 0.007 I O I I I I 0.14 32.750 0.00 0.08 0.007 I O I I I I 0.13 32.833 0.00 0.07 0.006 I O I I I I 0.12 32.917 0.00 0.07 0.006 IO I I I I 0.11 33.000 0.00 0.06 0.005 IO I I I I 0.10 33.083 0.00 0.06 0.005 IO I I I I 0.10 33.167 0.00 0.05 0.004 IO I I I I 0.09 33.250 0.00 0.05 0.004 IO I I I I 0.08 33.333 0.00 0.04 0.004 IO I I f I 0.07 33.417 0.00 0.04 0.003 IO I I I I 0.07 � 33.500 0.00 0.09 0.003 IO I I I I 0.06 33.583 0.00 0.03 0.003 O I I I I 0.06 33.667 0.00 0.03 0.003 O I I I I 0.05 33.750 0.00 0.03 0.002 O I I I I 0.05 33.833 0.00 0.03 0.002 O I I I I 0.05 33.917 0.00 0.02 0.002 0 I I I I 0.04 34.000 0.00 0.02 0.002 O I I I I 0.04 34.083 0.00 0.02 0.002 O I I I I 0.04 34.167 0.00 0.02 0.002 O I I I I 0.03 34.250 0.00 0.02 0.002 O I I I I 0.03 34.333 0.00 0.02 0.001 O I I I I 0.03 34.417 0.00 0.02 0.001 O I I I I 0.03 34.500 0.00 0.01 0.001 O I I I I 0.02 34.583 0.00 0.01 0.001 0 I I I I 0.02 34.667 0.00 0.01 0.001 O I I I I 0.02 34.750 0.00 0.01 0.001 O I I I I 0.02 34.833 0.00 0.01 0_.001 O I I I I 0.02 34.917 0.00 0.01 0.001 O I I I I 0.02 35.000 0.00 0.01 0.001 O I I I I 0.01 35.083 0.00 0.01 0.001 O I I I I 0.01 35.167 0.00 0.01 0.001 O I I I I 0.01 35.250 0.00 0.01 0.001 O I I I I 0.01 35.333 0.00 0.01 0.001 O I I I I 0.01 35.417 0.00 0.01 0.000 0 I I I I 0.01 35.500 0.00 0.01 0.000 0 I I I I 0.01 35.583 0.00 0.00 0.000 0 I I I I 0.01 35.667 0.00 0.00 0.000 0 I I I I 0.01 35.750 0.00 0.00 0.000 O I I I I 0.01 35.833 0.00 0.00 0.000 0 I I I I 0.01 35.917 0.00 0.00 0.000 O I I I ( 0.01 � 36.000 0.00 0.00 0.000 O I I I I 0.01 36.083 0.00 0.00 0.000 0 I I I I 0.00 36.167 0.00 0.00 0.000 O I I I I 0.00 g 36.250 0.00 0.00 0.000 O I I I I 0.00 � 36.333 0.00 0.00 0.000 O I I I I 0.00 36.417 0.00 0.00 0.000 O I I I I 0.00 36.500 0.00 0.00 0.000 O I I I I 0.00 36.583 0.00 0.00 0.000 O I I I I 0.00 36.667 0.00 0.00 0.000 O I I I I 0.00 36.750 0.00 0.00 0.000 O I I I I 0.00 36.833 0.00 0.00 0.000 O I I I I 0.00 36.917 0.00 0.00 0.000 O I I I I 0.00 37.000 0.00 0.00 0.000 0 I I I I 0.00 37.083 0.00 0.00 0.000 O I I I I 0.00 37.167 0.00 0.00 0.000 0 I I I I 0.00 37.250 0.00 0.00 0.000 0 I I I I 0.00 *****��****�*********�*��***HYDROGRAPH DATA*�***�*******�*�************ Number of intervals = 447 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.300 (CFS) Total volume = 0.709 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *�*��*��*�****��*�*�********��+**��***��**��******��*****�*�**��*�** -------------------------------------------------------------------- � � 9 � , � APPENDIX H .H: BASIN ��C" 2-YEAR� 24-HOUR BASIN ROiJTING CALCULATIONS � � FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 12/04/08 --------------------------------------------------------------------- TTM 30434 BASIN ROUTING CALCULATIONS POROUS LANDSCAPE DETENTION "C" ROUTING - 2-YEAR, 24-HOUR STORM EVENT FILENAME: BASINC242 -------------------------------------------------------------------- Program License Serial Number 6045 -------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREACP242.rte ��+�*****+*******��*��HYDROGRAPH DATA��******�+�***�*��***+**�� Number of intervals = 299 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.200 (CFS) Total volume = 0.122 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 � ��*****�*�*�*��*��*****�*��*�******��**�+��*********��*�** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data Total number of inflow hydrograph intervals = 299 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: � Basin Depth Storage Outflow (S-O*dt/2) (S+0*dt/2) (Ft.) (Ac.Ft) (CFS) (AC.Ft) (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 0.500 0.005 0.054 0.005 0.005 1.500 0.038 0.055 0.038 0.038 2.500 0.082 0.056 0.082 0.082 � 3.500 0.138 0.057 0.138 0.138 4.500 0.206 0.058 0.206 0.206 5.500 0.286 0.059 0.286 0.286 1 -------------------------------------------------------------------- � --_-_-- --_-- Hydrograph Detention Basin Routing --------------------------------------------- Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.0 0.10 0.15 0.20 (Ft.) 0.083 0.00 0.00 0.000 O I I I I 0.00 0.167 0.00 0.00 0.000 0 I I I I 0.00 0.250 0.01 0.00 0.000 OI I ( I I 0.01 0.333 0.01 0.00 0.000 OI I I I I 0.01 0.417 0.01 0.00 0.000 O I I I I I 0.02 0.500 0.02 0.00 0.000 O I I I I I 0.03 0.583 0.02 0.00 0.000 O I I I I I 0.04 0.667 0.02 0.00 0.000 0 I I I I I 0.04 0.750 0.02 0.01 0.001 O I I I I I 0.05 0.833 0.02 0.01 0.001 IOI I I I I 0.06 0.917 0.02 0.01 0.001 I� I I 1 I I 0.07 1.000 0.02 0.01 0.001 �O I I I I I 0.08 1.083 0.02 0.01 0.001 10 I I I I I 0.09 1.167 0.02 0.01 0.001 10 I I I I I 0.09 1.250 0.02 0.01 0.001 10 I I I I I 0.10 1.333 0.02 0.01 0.001 IOI I I I I 0.11 1.417 0.02 0.01 0.001 IOI I I I I 0.11 1.500 0.02 0.01 0.001 IOI I I I I 0.12 1.583 0.02 0.01 0.001 I O I I I I 0.12 1.667 0.02 0.01 0.001 I 0 I I I I 0.12 1.750 0.02 0.01 0.001 I O I I I I 0.13 1.833 0.02 0.01 0.001 I O I ( I I 0.13 � 1.917 0.02 0.01 0.001 I �I I ( I I 0.13 2.000 0.02 0.01 0.001 I OI I I I I 0.14 2.083 0.02 0.02 0.001 I OI I I I I �•14 2.167 0.02 0.02 0.001 ( OI I I I I 0.15 2.250 0.02 0.02 0.002 I OI I I I I 0.15 2.333 0.02 0.02 0.002 I OI ( I I I 0.16 2.417 0.02 0.02 0.002 I �I I I I I 0.16 2.500 0.02 0.02 0.002 � OI I I I I 0.16 2.583 0.02 0.02 0.002 I �I I I I I 0.17 2.667 0.03 0.02 0.002 I O I I I I I 0.17 2.750 0.03 0.02 0.002 I �I I I I I 0.18 2.833 0.03 0.02 0.002 I OI ( I I I 0.18 2.917 0.03 0.02 0.002 I OI I I I I 0.19 3.000 0.03 0.02 0.002 I OI I I I I 0.20 3.083 0.03 0.02 0.002 I �I I I I I 0.20 3.167 0.03 0.02 0.002 I �I I I I I 0.21 3.250 0.03 0.02 0.002 I OI I I I I 0.21 3.333 0.03 0.02 0.002 I OI I I I I �•22 3.417 0.03 0.02 0.002 I OI I I I I 0.22 3.500 0.03 0.02 0.002 I OI I I I I �•22 3.583 0.03 0.02 0.002 I OI I I I I 0.23 3.667 0.03 0.02 0.002 I OI I I I I 0.23 3.750 0.03 0.03 0.002 I O I I I I 0.23 3.833 0.03 0.03 0.002 I 0 I I I I 0.24 3.917 0.03 0.03 0.002 � OI I I I I 0.24 4.000 0.03 0.03 0.002 I OI ( I I I 0.24 4.083 0.03 0.03 0.002 I OI I I I I 0.25 4.167 0.03 0.03 0.003 I �I I I I I 0.26 4.250 0.04 0.03 0.003 I OI � I I I 0.26 4.333 0.04 0.03 0.003 I OI I I I I 0.26 � 4.417 0.09 0.03 0.003 I 0 I I I I I 0.27 4.500 0.04 0.03 0.003 I 0 I I I I I 0.28 4.583 0.04 0.03 0.003 I 0 I I I I I �•2g 2 4.667 0.04 0.03 0.003 I �I I I I I 0.29 � 4.750 0.04 0.03 0.003 I OI I I I I 0.30 9.833 0.04 0.03 0.003 � OI I I I I 0.30 4.917 0.04 0.03 0.003 � OI I I I I 0.31 5.000 0.05 0.03 0.003 I O II I I I 0.32 5.083 0.05 0.04 0.003 � 0 II I I I 0.32 5.167 0.04 0.04 0.003 I OI I I I I 0.33 5.250 0.04 0.04 0.003 I OI I I I I 0.33 5.333 0.04 0.04 0.003 I OI � I I I 0.33 5.417 0.04 0.04 0.003 I OI I I I I 0.34 5.500 0.04 0.09 0.003 I �I I I I I 0.34 5.583 0.04 0.04 0.003 I �I I I I I 0.34 5.667 0.04 0.04 0.003 I OI I I I I 0.34 5.750 0.05 0.04 0.003 I �II I I I 0.35 5.833 0.05 0.04 0.004 I OII I I I 0.35 5.917 0.05 0.04 0.004 I �II I I I 0.36 6.000 0.05 0.04 0.004 � OII I I I 0.37 6.083 0.05 0.04 0.004 � OII I I I 0.37 6.167 0.05 0.04 0.004 � OII I I I 0.38 6.250 0.05 0.09 0.004 I � I I I I 0.38 6.333 0.05 0.04 0.004 I O I I I I 0.39 6.417 0.05 0.04 0.004 I � I I I I 0.40 6.500 0.05 0.04 0.004 I O I I I I 0.40 6.583 0.05 0.04 0.004 I OI I I I 0.41 6.667 0.06 0.04 0.004 � OI I I I 0.42 6.750 0.06 0.05 0.004 I �li I I I 0.42 6.833 0.06 0.05 0.004 I OII I I I 0.43 6.917 0.06 0.05 0.009 I DII I I I 0.44 7.000 0.06 0.05 0.004 I Oli I I I 0.45 7.083 0.06 0.05 0.005 I 011 I I I 0.45 7.167 0.06 0.05 0.005 I �II I I I 0.46 � 7.250 0.06 0.05 0.005 I OI I I I 0.47 7.333 0.06 0.05 0.005 I �I I I I �•4� 7.417 0.06 0.05 0.005 I �I I I I �•48 7.500 0.06 0.05 0.005 I O I I I I 0.49 7.583 0.06 0.05 0.005 I � I I I I 0.49 7.667 0.07 0.05 0.005 I � I I I I 0.50 7.750 0.07 0.05 0.005 I O I I I I 0.50 7.833 0.07 0.05 0.005 I O I I I I 0.51 7.917 0.07 0.05 0.005 I � I I I I 0.51 8.000 0.07 0.05 0.005 I O I I I I 0.51 8.083 0.08 0.05 0.006 � O I I I I 0.52 8.167 0.08 0.05 0.006 I � I I I I 0.52 8.250 0.09 0.05 0.006 I 0 I I I I 0.53 8.333 0.09 0.05 0.006 I � I I I I 0.54 8.417 0.09 0.05 0.006 I 0 I I I I 0.54 8.500 0.09 0.05 0.007 I � I I I I 0.55 8.583 0.09 0.05 0.007 I 0 I I I I 0.56 8.667 0.09 0.05 0.007 I O I I I I 0.57 8.750 0.09 0.05 0.007 I � I I I I 0.57 8.833 0.09 0.05 0.008 I � II I I 0.58 8.917 0.10 0.05 0.008 I � II I I 0.59 9.000 0.10 0.05 0.008 I 0 II I I 0.60 9.083 0.10 0.05 0.009 I � I I I 0.61 9.167 0.10 0.05 0.009 I � I I I 0.62 9.250 0.11 0.05 0.009 I � 11 I I 0.63 9.333 0.11 0.05 0.010 I � li I I 0.64 9.917 0.11 0.05 0.010 I O I I I I 0.65 9.500 0.12 0.05 0.010 I � I I I I 0.67 9.583 0.12 0.05 0.011 I O I I I I 0.68 9.667 0.12 0.05 0.011 � O I I I I 0.69 � 9.750 0.12 0.05 0.012 � 0 I I I I 0.71 9.833 0.12 0.05 0.012 I � I I I I �•�2 3 � 9.917 0.13 0.05 0.013 I � I I I I 0.74 10.000 0.13 0.05 0.013 I O I I I I 0.75 10.083 0.13 0.05 0.019 I � I I I I �•�� 10.167 0.11 0.05 0.014 � O I I I I �.78 10.250 0.10 0.05 0.015 � O I I I �•�9 10.333 0.10 0.05 0.015 I O II I I 0.80 10.417 0.09 0.05 0.015 I 0 I I I I 0.81 10.500 0.09 0.05 0.015 I O I I I I �•82 10.583 0.09 0.05 0.016 I 0 I I I I 0.82 10.667 0.10 0.05 0.016 I 0 I I I 0.83 10.750 O.11 0.05 0.016 I � l= I I 0.84 10.833 0.11 0.05 0.017 I 0 I I I I 0.85 10.917 0.12 0.05 0.017 I 0 I I I I 0.87 11.000 0.12 0.05 0.018 I 0 I I I I 0.88 11.083 0.12 0.05 0.018 � O � I � � 0.89 11.167 0.12 0.05 0.018 I � I I I I 0.91 11.250 0.11 0.05 0.019 I 0 I I I I 0.92 11.333 0.11 0.05 0.019 I � I I I I 0.93 11.417 0.11 0.05 0.020 I O I I I I 0.94 11.500 0.11 0.05 0.020 I � I I I I 0.95 11.583 0.11 0.05 0.020 I O li I I �•9 11.667 0.11 0.05 0.021 I � li I I 0.98 11.750 0.10 0.05 0.021 � O I I I 0.99 11.833 0.10 0.05 0.021 I � I I I 1.00 11.917 0.10 0.05 0.022 I � I I I 1.01 12.000 0.11 0.05 0.022 I O I I I 1.02 12.083 0.11 0.05 0.023 I � II I I 1.03 12.167 0.12 0.05 0.023 I � I I I I 1.04 12.250 0.14 0.05 0.023 I � I I I I 1.06 12.333 0.14 0.05 0.024 � O I I I I 1.08 12.417 0.15 0.05 0.025 � O I II I 1.10 � 12.500 0.15 0.05 0.025 I � I I I l.11 12.583 0.15 0.05 0.026 I O I I I 1.14 12.667 0.16 0.05 0.027 I � I li I 1.16 12.750 0.16 0.05 0.027 I � I li I 1.18 12.833 0.16 0.05 0.028 I � I I I I 1.20 12.917 0.17 0.05 0.029 I 0 I I I I 1•22 13.000 0.17 0.05 0.030 I � I I I I 1.25 13.083 0.17 0.05 0.030 I � I I I I 1.27 13.167 0.18 0.05 0.031 � O I I I I 1.30 13.250 0.19 0.05 0.032 I 0 I I I I 1.32 13.333 0.20 0.05 0.033 I � I I II 1.35 13.417 0.20 0.05 0.034 I � I I II 1.38 13.500 0.20 0.05 0.035 I � I I I 1.41 13.583 0.20 0.05 0.036 I � I I II 1.44 13.667 0.18 0.05 0.037 I O I I I I 1.47 13.750 0.15 0.05 0.038 I 0 ' I I I 1.49 13.833 0.15 0.06 0.038 I � I II I 1.51 13.917 0.14 0.06. 0.039 I � I I I I 1.52 14.000 0.14 0.06 0.040 I � I I I I 1.54 14.083 0.14 0.06 0.040 I � I I I I 1.55 14.167 0.15 0.06 0.041 � O I II I 1.56 14.250 0.15 0.06 0.041 I O I I I 1.58 14.333 0.16 0.06 0.042 � O I I I 1.59 14.417 0.16 0.06 0.043 I � I I I 1.61 14.500 0.15 0.06 0.044 I 0 I I I 1.63 14.583 0.15 0.06 0.044 I � I I I 1.64 14.667 0.15 0.06 0.045 I 0 I I I 1.66 14.750 0.15 0.06 0.046 I � I I I 1.67 14.833 0.15 0.06 0.046 I � I I I 1.69 14.917 0.15 0.06 0.047 I � I I I 1.70 � 15.000 0.15 0.06 0.048 I 0 I II I 1•�2 15.083 0.15 0.06 0.048 � O I II I 1.73 4 � 15.167 0.15 0.06 0.049 I O I II I 1.75 15.250 0.19 0.06 0.049 I 0 I II I 1.76 15.333 0.14 0.06 0.050 I O I I I I 1.77 15.917 0.14 0.06 0.051 I O I I I I 1.79 15.500 0.14 0.06 0.051 � 0 I I I I 1.80 15.583 0.14 0.06 0.052 I � I I I I 1.81 15.667 0.13 0.06 0.052 I O I I I I 1.83 15.750 0.12 0.06 0.053 I 0 I I I I 1.84 15.833 0.12 0.06 0.053 � O I I I I 1.85 15.917 0.11 0.06 0.054 I O I I I I 1.86 16.000 0.11 0.06 0.054 I O I I I I 1.66 16.083 0.11 0.06 0.054 I 0 II I. I 1.87 16.167 0.08 0.06 0.055 I 0 I I I I 1.88 16.250 0.05 0.06 0.055 I IO I I I 1•88 16.333 0.04 0.06 0.055 � I O I I I 1.86 16.417 0.03 0.06 0.055 I I 0 I I I 1.88 16.500 0.03 0.06 0.054 I I � I I I 1.87 16.583 0.03 0.06 0.054 I I O I I I 1.87 16.667 0.02 0.06 0.054 I I 0 I I I 1.86 16.750 0.02 0.06 0.054 I I � I I I 1.86 16.833 0.02 0.06 0.053 I I 0 I I I 1.85 16.917 0.02 0.06 0.053 � I 0 I I I 1.85 17.000 0.02 0.06 0.053 I I 0 I I I 1.84 17.083 0.02 0.06 0.053 I I O I I I 1.83 17.167 0.02 0.06 0.052 I I O I I I 1.83 17.250 0.03 0.06 0.052 I I O I I I 1.82 17.333 0.03 0.06 0.052 I I � I I I 1.82 17.417 0.03 0.06 0.052 I I O I I I 1.81 17.500 0.03 0.06 0.052 I I � I I I 1.81 17.583 0.03 0.06 0.051 I I 0 I I I 1.81 17.667 0.03 0.06 0.051 I I � I I I 1.80 � 17.750 0.03 0.06 0.051 I I O I I I 1.80 17.833 0.03 0.06 0.051 I I 0 I I I 1.79 17.917 0.03 0.06 0.051 � I 0 I I I 1.79 18.000 0.03 0.06 0.051 I I O I I I 1.79 18.083 0.02 0.06 0.050 I I O I I I 1.78 18.167 0.02 0.06 0.050 I I O I I I 1.78 18.250 0.02 0.06 0.050 I I � I I I 1.77 18.333 0.02 0.06 0.050 � I O I I I 1.77 18.417 0.02 0.06 0.049 I I 0 I I I 1.76 18.500 0.02 0.06 0.049 I I � I I I 1.76 18.583 0.02 0.06 0.049 I I O I I I 1.75 18.667 0.02 0.06 0.049 I I 0 I I I 1.75 18.750 0.02 0.06 0.049 � I 0 I I I 1.74 18.833 0.02 0.06 0.048 � I O � � � 1.74 18.917 0.02 0.06 0.048 I I O I I I 1.73 19.000 0.01 0.06 0.048 I I ' O I I I 1.72 19.083 0.01 0.06 0.048 I I � I I I 1.72 19.167 0.01 0.06 0.047 I I O I I I 1.71 19.250 0.02 0.06 0.047 I I � I I I 1.70 19.333 0.02 0.06 0.047 I I O I I I 1.70 19.417 0.02 0.06 0.046 � I O I I I 1.69 19.500 0.02 0.06 0.046 � I O I I I � 1.69 19.583 0.02 0.06 0.046 I I 0 � I I 1.68 19.667 0.02 0.06 0.046 I I O I I I 1.68 19.750 0.02 0.06 0.046 � I 0 I I I 1.67 19.833 0.02 0.06 0.045 I I 0 I I I 1.66 19.917 0.02 0.06 0.045 I I O I I ( 1.66 20.000 0.01 0.06 0.045 � I 0 I I I 1.65 20.083 0.01 0.06 0.044 I I O ( I I 1.65 20.167 0.01 0.06 0.044 ( I 0 I I I 1.69 � 20.250 0.02 0.06 0.044 � I 0 I I I 1.63 20.333 0.02 0.06 0.044 I I � I I I 1.63 5 20.417 0.02 0.06 0.043 � I O I I I 1.62 20.500 0.02 0.06 0.043 I I 0 I I I 1.62 20.583 0.02 0.06 0.043 I I O I I I 1.61 20.667 0.02 0.06 0.043 I I 0 I I I 1.60 20.750 0.02 0.06 0:042 I I O I I I 1.60 20.833 0.02 0.06 0.042 I I O I I I 1.59 20.917 0.02 0.06 0.042 I I 0 I I I 1.59 21.000 0.01 0.06 0.041 � I O I I I 1.58 21.083 0.01 0.06 0.041 I I O I I I 1.57 21.167 0.01 0.06 0.041 � I O I I I 1.57 21.250 0.02 0.06 0.041 I I O I I I 1.56 21.333 0.02 0.06 0.040 I I O I I I 1.55 21.417 0.02 0.06 0.040 I I O I I I 1.55 21.500 0.01 0.06 0.040 � I 0 I I I 1.54 21.583 0.01 0.06 0.040 I I 0 I I I 1.54 21.667 0.01 0.06 0.039 I I 0 I I I 1.53 21.750 0.02 0.06 0.039 I I 0 I I I 1.52 21.833 0.02 0.06 0.039 I I O I I I 1.52 21.917 0.02 0.06 0.038 I I O I I I 1.51 22.000 0.01 0.06 0.038 I I O I I I 1.50 22.083 0.01 0.05 0.038 I I O � � � 1.50 22.167 0.01 0.05 0.038 I I O I I I 1.49 22.250 0.02 0.05 0.037 � I 0 I I I 1.48 22.333 0.02 0.05 0.037 I I 0 I I I 1.47 22.417 0.02 0.05 0.037 � I O I I I 1.46 22.500 0.01 0.05 0.037 I I O I I I 1.45 22.583 0.01 0.05 0.036 I I O I I I 1.45 22.667 0.01 0.05 0.036 li 0 I I I 1.44 22.750 0.01 0.05 0.036 II O I I I 1.43 22.833 0.01 0.05 0.035 II 0 I I I 1.42 22.917 0.01 0.05 0.035. II O I I I 1.41 23.000 0.01 0.05 0.035 �I 0 I I I 1.40 23.083 0.01 0.05 0.034 �I 0 I I I L 39 23.167 0.01 0.05 0.034 II O I I I 1.38 23.250 0.01 0.05 0.034 li 0 I I I 1.37 23.333 0.01 0.05 0.034 II 0 I I I 1.37 23.417 0.01 0.05 0.033 li 0 I I I 1.36 23.500 0.01 0.05 0.033 li 0 I I I 1.35 23.583 0.01 0.05 0.033 li O I I I 1.34 23.667 0.01 0.05 0.032 II O I I I 1.33 23.750 0.01 0.05 0.032 II O I I I 1.32 23.833 0.01 0.05 0.032 II O I I I 1.31 23.917 0.01 0.05 0.031 II O ( I I 1.30 24.000 0.01 0.05 0.031 II 0 I I I 1.29 24.083 0.01 . 0.05 0.031 �I O I I I 1•28 24.167 0.01 0.05 0.031 II O I I I 1.28 24.250 0.00 0.05 0.030 I O I I I 1.26 24.333 0.00 0.05 0.030 I O I I I 1.25 24.417 0.00 0.05 0.030 I O I I I 1.24 24.500 0.00 0.05 0.029 I O I I I 1.23 24.583 0.00 0.05 0.029 I O I I I 1•22 24.667 0.00 0.05 0.028 I 0 I I I 1.21 24.750 0.00 0.05 0.028 I O I I I 1.20 24.833 0.00 0.05 0.028 I O I I I 1.19 24.917 0.00 0.05 0.027 I 0 I I I 1.17 25.000 0.00 0.05 0.027 I 0 I I I 1.16 25.083 0.00 0.05 0.027 I 0 I I I 1.15 25.167 0.00 0.05 0.026 I O I I I 1.14 25.250 0.00 0.05 0.026 I 0 I I I 1.13 25.333 0.00 0.05 0.025 I 0 I I I 1.12 25.417 0.00 0.05 0.025 I O I I I 1.11 25.500 0.00 0.05 0.025 I 0 I I I 1.09 25.583 0.00 0.05 0.024 I O I I I 1.08 6 25.667 0.00 0.05 0.024 I O I I I 1.07 � 25.750 0.00 0.05 0.024 I O I I. I 1.06 25:833 0.00 0.05 0.023 I O � � � 1.05 25.917 0.00 0.05 0.023 I O I I I 1.04 26.000 0.00 0.05 0.022 I 0 I I I 1.03 26.083 0.00 0.05 0.022 I O I I ( 1.02 26.167 0.00 0.05 0.022 I O I I I 1.00 26.250 0.00 0.05 0.021 I O I I I 0.99 26.333 0.00 0.05 0.021 I O I I I �•98 26.417 0.00 0.05 0.021 I O I I I 0.97 26.500 0.00 0.05 0.020 I O I I I 0.96 26.583 0.00 0.05 0.020 I O I I I 0.95 26.667 0.00 0.05 0.019 I O I I I 0.94 26.750 0.00 0.05 0.019 I 0 I I I 0.92 26.833 0.00 0.05 0.019 I 0 I I I 0.91 26.917 0.00 0.05 0.018 I O I I I 0.90 27.000 0.00 0.05 0.018 I O I. I I 0.89 27.083. 0.00 0.05 0.018 I O I I I 0•88 27.167 0.00 0.05 0.017 I O I I I 0.87 27.250 0.00 0.05 0.017 I O I I I 0.86 27.333 0.00 0.05 0.016 I O I I I 0.84 27.417 0.00 0.05 0.016 I O I I I �•83 27.500 0.00 0.05 0.016 I O I I I 0.82 27.583 0.00 0.05 0.015 I O I I I 0.81 27.667 0.00 0.05 0.015 I O I I I 0.80 27.750 0.00 0.05 0.015 I 0 I I I 0.79 27.833 0.00 0.05 0.014 I O I I I 0.78 27.917 0.00 0.05 0.014 I O I I I 0•77 28.000 0.00 0.05 0.013 I O I I I 0.75 28.083 0.00 0.05 0.013 I O I I I 0•74 28.167 0.00 0.05 0.013 I O I I I 0.73 � 28.250 0.00 0.05 0.012 I O I I I 0.72 28.333 0.00 0.05 0.012 I O I I I 0.71 28.417 0.00 0.05 0.012 I O I I I 0.70 28.500 0.00 0.05 0.011 I O I I I 0.69 28.583 0.00 0.05 0.011 I O I I I 0.67 28.667 0.00 0.05 0.010 I O I I I 0.66 28.750 0.00 0.05 0.010 I O I I I 0.65 28.633 0.00 0.05 0.010 I o I ( I 0.64 28.917 0.00 0.05 0.009 I O I I I 0.63 29.000 0.00 0.05 0.009 I O I I I 0.62 29.083 0.00 0.05 0.009 I O I I I 0.61 29.167 0.00 0.05 0.008 I O I I I 0.60 29.250 0.00 0.05 0.008 I O I I I 0.58 29.333 0.00 0.05 0.007 I O I I I 0.57 29.417 0.00 0.05 0.007 I O I I I 0.56 29.500 0.00 0.05 0.007 I O I I I 0.55 29.583 0.00 0.05 0.006 I 0 I I I 0.54 29.667 0.00 0.05 0.006 I O I I I 0.53 29.750 0.00 0.05 0.006 I O I I I 0.52 29.833 0.00 0.05 0.005 I O I I I 0.51 29.917 0.00 0.05 0.005 I O I I I 0.48 30.000 0.00 0.05 0.004 I 01 I I I 0.45 30.083 0.00 0.04 0.004 I 01 I I I 0.42 30.167 0.00 0.04 0.004 I O I I I I 0.39 30.250 0.00 0.04 0.004 I O I I I I 0.36 30.333 0.00 0.04 0.003 I 0 I I I I 0.33 30.417 0.00 0.03 0.003 I 0 I I I I 0.31 30.500 0.00 0.03 0.003 I O I I I I 0.29 30.583 0.00 0.03 0.003 I 0 I I I I 0.27 30.667 0.00 0.03 0.002 I 0 I I I I 0.25 � 30.750 0.00 0.02 0.002 I O I I I I 0.23 30.833 0.00 0.02 0.002 I O ( I I I 0.21 7. � 30.917 0.00 0.02 0.002 I 0 I I I I 0.20 31.000 0.00 0.02 0.002 I 0 I I I I 0.18 31.083 0.00 0.02 0.002 I O I I I I 0.17 31.167 0.00 0.02 0.002 I O I I I I 0.16 31.250 0.00 0.02 0.001 I 0 I I I I 0.15 31.333 0.00 0.01 0.001 I 0 I I I I 0.14. 31.417 0.00 0.01 0.001 I 0 I I I I 0.13 31.500 0.00 0.01 0.001 I 0 I I I I 0.12 31.583 0.00 0.01 0.001 IO I I I I 0.11 31.667 0.00 0.01 0.001 IO I I I I 0.10 31.750 0.00 0.01 0.001 IO I I I I 0.09 31.833 0.00 0.01 0.001 IO I I I I 0.09 31.917 0.00 0.01 0.001 IO I I I I 0.08 32.000 0.00 0.01 0.001 IO I I I I 0.06 32.083 0.00 0.01 0.001 IO I I I I 0.07 32.167 0.00 0.01 -0.001 IO I I I I 0.06 32.250 0.00 0.01 0.001 IO I I I I 0.06 32.333 0.00 0.01 0.001 O I I I I 0.06 32.417 0.00 0.01 0.001 O I I I I 0.05 32.500 0.00 0.01 0.000 O I I I ( 0.05 32.583 0.00 0.00 0.000 0 I I I I 0.04 32.667 0.00 0.00 0.000 0 I I I I 0.04 32.750 0.00 0.00 0.000 O I I I I 0.04 32.833 0.00 0.00 0.000 O I I I I 0.04 32.917 0.00 0.00 0.000 O I I I I 0.03 33.000 0.00 0.00 0.000 0 I I I I 0.03 33.083 0.00 0.00 0.000 0 I I I I 0.03 33.167 0.00 0.00 0.000 0 I I I I 0.03 33.250 0.00 0.00 0.000 0 I I I I 0.02 33.333 0.00 0.00 0.000 0 I I I I 0.02 � 33.417 0.00 0.00 0.000 0 I I I I 0.02 33.500 0.00 0.00 0.000 0 I I I I 0.02 33.583 0.00 0.00 0.000 0 I I I I 0.02 33.667 0.00 0.00 0.000 0 I I I I 0.02 33.750 0.00 0.00 0.000 0 I I I I 0.02 33.833 0.00 0.00 0.000 0 I I I I 0.01 33.917 0.00 0.00 0.000 0 I I I I 0.01 34.000 0.00 0.00 0.000 0 I I I I 0.01 34.083 0.00 0.00 0.000 0 I I I I 0.01 34.167 0.00 0.00 0.000 O I I I I 0.01 34.250 0.00 0.00 0.000 0 I I I I 0.01 34.333 0.00 0.00 0.000 0 I I I I 0.01 34.417 0.00 0.00 0.000 0 I I I I 0.01 *****�*��***�**��*��********HYDROGRAPH DATA****+**��*��*�**�***+*��*** Number of intervals = 413 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.055 (CFS) Total volume = 0.122 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *��*****�**************�**�*****************�****�***�*�*��*****�**�* -------------------------------------------------------------------- � g � � APPENDIX H .9: BASIN "D" Z-YEAR� 24-HOUR BASIN ROUTING CALCULATIONS � FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005 Study date: 12/04/08 --------------------------------------------------------------------- TTM 30434 BASIN ROUTING CALCULATIONS POROUS LANDSCAPE DETENTION "D" ROUTING - 2-YEAR, 24-HOUR STORM EVENT FILENAME: BASIND242 -------------------------------------------------------------------- Program License Serial Number 6045 ------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: AREADP242.rte *��***************�*******�*HYDROGRAPH DATA��*��+*****��*��*��**�* Number of intervals = 300 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.190 (CFS) Total volume = 0.117 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 � Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *��***��*�**��**��+��*��******��+�*******�****��+ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** User entry of depth-outflow-storage data -------------------------------------------------------------------- Total number of inflow hydrograph intervals = 300 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) -------------------------------------------------------------------- -------------------------------------------------------------------- Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) --------------------------------------------------------------------- -------------------------------------------------------------------- Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) --------------------------------------------------------------------- 0.000 0.000 0.000 0.000 0.000 0.500 0.005 0.062 0.005 0.005 1.500 0.040 0.063 0.040 0.040 2.500 0.082 0.064 0.082 0.082 -------------------------------------------------------------------- � - - - Hydrograph Detention Basin Routing --------------------------------------------- 1 � Graph values: 'I'= unit inflow; 'O'=outflow at time shown --------------------------------------------------------------------- Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 0.0 0.10 0.14 0.19 (Ft.) 0.083 0.00 0.00 0.000 0 I I I I 0:00 0.167 0.00 0.00 0.000 0 I I I I 0.00 0.250 0.01 0.00 0.000 OI I I I I 0.01 0.333 0.01 0.00 0.000 OI I I I ( 0.01 0.417 0.01 0.00 0.000 O I I ( I I 0.02 0.500 0.01 0.00 0.000 O I I I I I 0.02 0.583 0.02 0.00 0.000 O I I I I I 0.03 0.667 0.02 0.01 0.000 0 I I I I I 0.04 0.750 0.02 0.01 0.000 O I � � � � 0.05 0.833 0.02 0.01 0.001 IOI I I I I 0.06 0.917 0.02 0.01 0.001 10 I I I I I 0.06 1.000 0.02 0.01 0.001 10 I I I I I 0.07 1.083 0.02 0.01 0.001 10 I � I I I 0.08 1.167 0.02 0.01 0.001 10 I I I I I 0.09 1.250 0.02 0.01 0.001 10 I I I I I 0.09 1.333 0.02 0.01 0.001 IOI I I I I 0.10 1.417 0.02 0.01 0.001 I 0 I I I I 0.10 1.500 0.02 0.01 0.001 I O I I I I 0.10 1.583 0.02 0.01 0.001 I O I I I I 0.11 1.667 0.02 0.01 0.001 I O I I I I 0.11 1.750 0.02 0.01 0.001 � O I I I I 0.11 L.833 0.02 0.01 0.001 I 0 I I I I 0.11 1.917 0.02 0.01 0.001 I OI I I I I 0.12 2.000 0.02 0.01 0.001 I OI I I I I 0.12 2.083 0.02 0.02 0.001 I OI I I I I. 0.12 2.167 0.02 0.02 0.001 I OI I I I I 0.13 � 2.250 0.02 0.02 0.001 I OI I I I I 0.13 2.333 0.02 0.02 0.001 � OI I I I I 0.14 2.417 0.02 0.02 0.001 I OI I I I I 0.14 2.500 0.02 0.02 0.001 � OI I I I I 0.14 2.583 0.02 0.02 0.001 I O I I I I 0.15 2.667 0.02 0.02 0.001 I OI I I I 1 0.15 2.7,50 0.03 0.02 0.002 I OI I I I I 0.15 2.833 0.03 0.02 0.002 I OI I I I I 0.16 2.917 0.03 0.02 0.002 I OI I I I I 0.16 3.000 0.03 0.02 0.002 I OI I I I I 0.17 3.083 0.03 0.02 0.002 I OI I I I I 0.17 3.167 0.03 0.02 0.002 I OI I I I I 0.18 3.250 0.03 0.02 0.002 I OI I I I I 0.18 3.333 0.03 0.02 0.002 I OI I I I I 0.19 3.417 0.03 0.02 0.002 I OI I I I I 0.19 3.500 0.03 0.02 0.002 I O I I I ( 0.19 3.583 0.03 0.02 0.002 I O I I I I 0.20 3.667 0.03 0:02 0.002 I O I I I I 0.20 3.750 0.03 0.02 0.002 I O I I I I 0.20 3.833 0.03 0.03 0.002 I O I I I I 0.20 3.917 0.03 0.03 0.002 I OI I I I I 0.21 4.000 0.03 0.03 0.002 I OI I I I I 0.21 4.083 0.03 0.03 0.002 I OI I I I I 0.21 4.167 0.03 0.03 0.002 I OI I I I I �•22 4.250 0.03 0.03 0.002 I OI I I I I 0.22 4.333 0.03 0.03 0.002 I OI I I I I 0.23 4.417 0.04 0.03 0.002 I O I I I I I 0.23 4.500 0.04 0.03 0.002 I 0 I I I I I 0.24 4.583 0.04 0.03 0.002 I OI I I I I 0.24 4.667 0.04 0.03 0.002 I OI I I I I 0.25 � 4.750 0.04 0.03 0.003 I OI I I I I 0.25 4.833 0.04 0.03 0.003 I OI I I I I 0.26 2 � 4.917 0.04 0.03 0.003 I OI I I I I 0.26 5.000 0.04 0.03 0.003 I O I� I I I 0•27 5.083 0.04 0.03 0.003 I O II I I I 0.28 5.167 0.04 0.03 0.003 I OI I I I I 0.28 5.250 0.04 0.09 0.003 I OI I I I I 0.28 5.333 0.04 0.04 0.003 I OI I I I I 0.29 5.417 0.04 0.04 0.003 I OI I I I I �•Z9 5.500 0.04 0.04 0.003 I OI I I I I 0.29 5.583 0.04 0.04 0.003 I O I I I I 0.29 5.667 0.04 0.04 0.003 I O I I I I 0.29 5.750 0.04 0.04 0.003 I OII I I I 0.30 5.833 0.04 0.04 0.003 I OII I I I 0.30 5.917 0.04 0.04 0.003 � OII ( I I. 0.31 6.000 0.04 0.04 0.003 � OII I I I 0.31 6.083 0.05 0.04 0.003 I OII I I I 0.31 6.167 0.05 0.04 0.003 I OII I I I 0.32 6.250 0.05 0.04 0.003 I 0 I I I I 0.32 6.333 0.05 0.04 0.003 I O I I I I 0.33 6.417 0.05 0.04 0.003 � OI I I I 0.34 6..500 0.05 0.04 0:003 I OI ( I I 0.34 6.583 0.05 0.04 0.003 I OI I I I 0.35 6.667 0.05 0.04 0.004 I OI I I I 0.35 6.750 0.05 0.04 0.004 I OII I I I 0.36 6.833 0.06 0.05 0.004 I O11 I I I 0.37 6.917 0.06 0.05 0.004 I OII I I I 0.37 7.000 0.06 0.05 0.004 I Oli I I I 0.36 7.083 0.06 0.05 0.004 I OI I I I 0.39 7.167 0.06 0.05 0.004 I OI I I I 0.39 7.250 0.06 0.05 0.004 I OI I I I 0.40 7.333 0.06 0.05 0.004 I OI I I I 0.40 � 7.417 0.06 0.05 0.004 I OI I I I 0.41 7.500 0.06 0.05 0.004 I 0 I I I I 0.41 7.583 0.06 0.05 0.004 � O I I I I 0.42 7.667 0.06 0.05 0.004 I O I I I I 0.43 7.750 0.07 0.05 0.004 I IO I I I I 0.43 7.833 0.07 0.05 0.004 I 10 I I I I 0.44 7.917 0.07 0.06 0.005 I 10 I I I I 0.45 8.000 0.07 0.06 0.005 I 10 I I I I 0.46 8.083 0.07 0.06 0.005 I 10 I I I I 0.47 8.167 0.08 0.06 0.005 I I O I I I I 0.48 8.250 0.08 0.06 0.005 I I O I I I I 0.49 8.333 0.08 0.06 0.005 I I 0 I I I I 0.50 8.417 0.08 0.06 0.005 I I O I I I I 0.51 6.500 0.08 0.06 0.005 I I O I I I I 0.51 8.583 0.08 0.06 0.006 I I 0 I I I I 0.51 8.667 0.09 0.06 0.006 I I O I I I I 0.52 8.750 0.09 0.06 0.006 I I O I I I I 0.52 8.833 0.09 0.06 0.006 I I O II I I 0.53 8.917 0.09 0.06 0.006 I I O I� I I 0:54 9.000 0.09 0.06 0.006 I I O II I I 0.54 9.083 0.10 0.06 0.007 I I O I I I 0.55 9.167 0.10 0.06 0.007 I I O I I I 0.55 9.250 0.10 0.06 0.007 I I O li I I 0.56 9.333 0.11 0.06 0.007 I I 0 li I I 0.57 9.417 0.11 0.06 0.008 I I O I I I I 0.58 9.500 0.11 0.06 0.008 I I 0 I I I I 0.59 9.583 0.11 0.06 0.008 I I 0 I I I I 0.60 9.667 0.11 0.06 0.009 I I O I I I I 0.61 9.750 0.12 0.06 0.009 � I O I I I I 0.62 9.833 0.12 0.06 0.010 I I 0 I I I I 0.63 � 9.917 0.12 0.06 0.010 I I O I I I I 0.64 10.000 0.12 0.06 0.010 I I O I I I I 0.65 10.083 0.12 0.06 0.011 ( I O I I I I 0.66 3 10.167 0.11 0.06 0.011 I I 0 I I I I 0.67 10.250 0.10 0.06 0.011 I I 0 I I I 0.68 10.333 0.09 0.06 0.012 I I O II I I 0.69 10.417 0.09 0.06 0.012 I I O I I I I 0.69 10.500 0.09 0.06 0.012 � � 0 I I I I 0.70 10.583 0.09 0.06 0.012 I I O I I I I I 0.70 10.667 0.10 0.06 0..012 � � O I � � � 0.71 10.750 0.10 0.06 0.013 I I 0 li I I I �•�2 10.833 0.11 0.06 0.013 I I O I I I i I 0.73 10.917 0.11 0.06 0.013 I I 0 I I I � I 0.74 11.000 0.11 0.06 0.014 I I O I I I j I 0•74 11.083 0.11 0.06 0.014 I I O I I I � I 0.75 11.167 0.11 0.06 0.014 I I O I I I � I 0.76 11.250 0.11 0.06 0.015 I I 0 I I I j I 0.77 11.333 0.11 0.06 0.015 I I 0 � I � I � 0.78 11.417 0.11 0.06 0.015 I I O I I I I 0.79 11.500 0.11 0.06 0.016 I I O I I I I 0.80 11.583 0.11 0.06 0.016 I I O �I � � 0.81 11.667 0.10 0.06 0.016 I I O II I I 0.82 11.750 0.10 0.06 0.016 � I O I I I 0.83 11.833 0.10 0.06 0.017 � � O I � � 0.83 11.917 0.10 0.06 0.017 � I 0 I I I I 0.84 12.000 0.10 0.06 0.017 I I 0 I I I 0.85 12.083 0.10 0.06 0.017 I I O li I I 0.85 12.167 0.12 0.06 0.018 I I O I I I I I 0.86 12.250 0.13 0.06 0.018 I I O I I I � I 0.88 12.333 0.13 0.06 0.019 I I O I I I I I 0.89 12.417 0.14 0.06 0.019 I I O I II I I 0.90 12.500 0.14 0.06 0.020 I I O I I I 0.92 12.583 0.15 0.06 0.020 I I 0 I I � I 0.94 12.667 0.15 0.06 0.021 I I O � �I � � 0.95 � 12.750 0.15 0.06 0.021 I I 0 I l= ' I 0.97 12.833 0.16 0.06 0.022 I I 0 I I I i I 0.99 12.917 0.16 0.06 0.023 I I O I I I � I 1.01 13.000 0.16 0.06 0.023 I I 0 I I I I I 1.03 13.083 0.16 0.06 0.024 I I 0' I I I�� I 1.05 13.167 0.17 0.06 0.025 I I 0 I I II I 1.07 13.250 0.18 0.06 0.026 I I O I I �I I 1.09 13.333 0.19 0.06 0.026 I I O I I ��II 1.11 13.417 0.19 0.06 0.027 I I O I I II 1.14 13.500 0.19 0.06 0.028 I I 0 � � I 1.16 13.583 0.19 0.06 0.029 I I O I I II 1.19 13.667 0.17 0.06 0.030 I I 0 I I I I 1.21 13.750 0.15 0.06 0.031 I I 0 I I I 1.23 13.833 0.14 0.06 0.031 � � O � I� � � 1.25 13.917 0.14 0.06 0.032 � I O I I I ' I 1.26 14.000 0.13 0.06 0.032 I I O I I I I I 1.27 14.083 0.13 0.06 0.033 I I O I I I � I 1•29 14.167 0.14 0.06 0.033 I I O I II � I 1.30 14.250 0.15 0.06 0.034 I I O I I � I 1.32 14.333 0.15 0.06 0.034 I I O I I I 1.33 14.917 0.15 0.06 0.035 I I O I I � 1.35 14.500 0.15 0.06 0.035 � � O � I � I � 1.37 14.583 0.15 0.06 0.036 � � 0 � I i � 1.39 14.667 0.15 0.06 0.037 I I O � I � � 1.40 14.750 0.15 0.06 0.037 I I 0 I I � I 1.42 14.833 0.15 0.06 0.038 I I O � I ( � 1.43 14.917 0.14 0.06 0.038 I I 0 I I � I 1.45 15.000 0.14 0.06 0.039 I I 0 I I I I 1.47 15.083 0.14 0.06 0.039 I I 0 I II I 1.48 � 15.167 0.14 0.06 0.040 I I 0 I II I 1.50 15.250 0.14 0.06 0.040 I I 0 I II I 1.51 15.333 0.14 0.06 0.091 I I 0 I I I I 1.52 � I I 4 � 15.417 0.13 0.06 0.041 I I O I I I I 1.53 15.500 0.13 0.06 0.042 I I 0 I I I I 1.55 15.583 0.13 0.06 0.042 I I 0 I I I I 1.56 15.667 0.12 0.06 0.043 I I O I I I I 1.57 15.750 0.11 0.06 0.043 I I O I I I I 1.58 15.833 0.11 0.06 0.044 I I O I I I I 1.58 15.917 0.11 0.06 0.044 I I O I I I I 1.59 16.000 0.11 0.06 0.044 I I O I I I I 1.60 16.083 0.10 0.06 0.044 I I O l= I I 1.61 16.167 0.08 0.06 0.045 I I O I I I I 1.61 16.250 0.05 0.06 0.045 I I O I I I 1.61 16.333 0.04 0.06 0.045 I I I O I I I 1.61 16.417 0.03 0.06 0.044 I I I O I I I 1.60 16.500 0.03 0.06 0.044 I I I O I I I 1.60 16.583 0.02 0.06 0.044 I I I O I I I 1.59 16.667 0.02 0.06 0.044 I I I 0 I I I 1.59 16.750 0.02 0.06 0.043 I I I 0 I I I 1.58 16.833 0.02 0.06 0.043 I I I 0 I I I 1.57 16.917 0.02 0.06 0.043 I I I O I I I 1.56 17.000 0.02 0.06 0.-042 I I I O I I I 1.56 17.083 0.02 0.06 0.042 I I I O I I I 1.55 17.167 0.02 0.06 0.042 I I I O I I I 1.54 17.250 0.02 0.06 0.041 I I I 0 I I I 1.53 17.333 0.03 0.06 0.041 � I I O I I I 1.53 17.417 0.03 0.06 0.041 I I I 0 I I I 1.52 17.500 0.03 0.06 0.041 I I I 0 I I I 1.52 17.583 0.03 0.06 0.040 I I I O I I I 1.51 17.667 0.03 0.06 0.040 I I I 0 I I I 1.51 17.750 0.03 0.06 0.040 I I I O I I I 1.50 17.833 0.03 0.06 0.040 I I I O I I I 1.49 � 17.917 0.03 0.06 0.040 I I I O � � � 1.49 18.000 0.02 0.06 0.039 I I I O I I I 1.48 18.083 0.02 0.06 0.039 I I I 0 I I I 1•47 16.167 0.02 0.06 0.039 I I I O I I I 1.46 18.250 0.02 0.06 0.038 I I I O I I I 1.45 18.333 0.02 0.06 0.038 I I I O I I I 1.45 18.417 0.02 0.06 0.038 I I I O I I I 1.44 18.500 0.02 0.06 0.038 I I I O I I I 1.43 18.583 0.02 0.06 0.037 I I I O I I I 1.42 18.667 0.02 0.06 0.037 I I I � I I I 1.42 18.750 0.02 0.06 0.037 I I I O I I I 1.41 18.833 0.02 0.06 0.036 I I I O I I I 1.40 18.917 0.02 0.06 0.036 I I I � I I I 1.39 19.000 0.01 0.06 0.036 I I I O I I I 1.38 19.083 0.01 . 0.06 0.035 I I I O I I I 1.37 19.167 0.01 0.06 0.035 I I I O I I I 1.36 19.250 0.02 0.06 0.035 I I I O I I I 1.35 19.333 0.02 0.06 0.034 I I I O I I I 1.34 19.417 0.02 0.06 0.034 I I I 0 I I I 1.33 19.500 0.02 0.06 0.034 I I I O I I I 1.32 19.583 0.02 0.06 0.034 I I I O ( I I 1.32 19.667 0.02 0.06 0.033 I I I O I I I 1.31 19.750 0.02 0.06 0.033 I I I � I I I 1.30 19.833 0.02 0.06 0.033 I I I O I I I 1.29 19.917 0.02 0.06 0.032 I I I 0 I I I 1.28 20.000 0.01 0.06 0.032 I I I 0 I I I 1.27 20.083 0.01 0.06 0.032 I I I O I I I 1.26 20.167 0.01 0.06 0.031 I I I 0 I I I 1.25 20.250 0.02 0.06 0.031 I I I O I I I 1.24 20.333 0.02 0.06 0.031 I I I O I I I 1.23 20.417 0.02 0.06 0.030 f I I O I I I 1•22 20.500 0.02 0.06 0.030 I I I O I I I L 21 20.583 0.02 0.06 0.030 I I I 0 I I I 1.21 5 20.667 0.02 0.06 0.029 I I I O I I I 1.20 � 20.750 0.02 0.06 0.029 I I I O � �. � 1.19 20.833 0.02 0.06 0.029 � I I O I I I 1.18 20.917 0.01 0.06 0.028 I I I O I I I 1.17 21.000 0.01 0.06 0.028 I I I 0 ( � � 1.16 21.083 0.01 0.06 0.028 I I I 0 I I I 1.15 21.167 0.01 0.06 0.027 I I I 0 I I I 1.14 21.250 0.02 0.06 0.027 I I I 0 I I I 1.13 21.333 0.02 0.06 0.027 I I I O ( I I 1.12 21.417 0.01 0.06 0.026 I I I 0 I I I 1.11 21.500 0.01 0.06 0.026 I I I 0 I I I 1.10 21.583 0.01 0.06 0.026 I I I 0 I I I 1.09 21.667 0.01 0.06 0.025 I I I 0 I I I 1.08 21.750 0.02 0.06 0.025 I I I 0 I I I 1.07 21.833 0.02 0.06 0.025 I I I O I I I 1.06 21.917 0.01 0.06 0.024 I I I 0 I I I 1.05 22.000 0.01 0.06 0.024 I I I O I I I 1.05 22.083 0.01 0.06 0.024 � I I O I I I 1.04 22.167 0.01 0.06 0.023 I I I O I I I 1.03 22.250 0.02 0.06 0.023 I I I 0 I I I 1.02 22.333 0.02 0.06 0.023 � I I O I I I 1.01 22.417 0.01 0.06 0.022 I I I O I I I 1.00 22.500 0.01 0.06 0.022 I I I O I I I 0.99 22.583 0.01 0.06 0.022 I I I O I I I 0.98 22.667 0.01 0.06 0.021 li I O I I I 0.97 22.750 0.01 0.06 0.021 �I � 0 ( I I 0.96 22.833 0.01 0.06 0.021 II I O I I I 0.95 22.917 0.01 0.06 0.020 l= I 0 I I I 0.94 23.000 0.01 0.06 0.020 II I O I I I 0.93 23.083 0.01 0.06 0.020 II I � I I I 0•92 23.167 0.01 0.06 0.019 li I 0 I I I 0.91 � 23.250 0.01 0.06 0.019 li I O I I I 0.90 23.333 0.01 0.06 0.019 �I � O � � � O,gg 23.417 0.01 0.06 0.018 II I O I I I 0.88 23.500 0.01 0.06 0.018 11 I O I I I 0•87 23.583 0.01 0.06 0.018 �I � O I I I 0.86 23.667 0.01 0.06 0.017 II I 0 I 1 I 0.85 23.750 0.01 0.06 0.017 �I � O � � � p.gq 23.833 0.01 0.06 0.016 II I 0 � I I 0.83 23.917 0.01 0.06 0.016 �I I O I I I 0.82 24.000 0.01 0.06 0.016 II I 0 I I I 0.81 24.083 0.01 0.06 0.015 li I O I I I 0.80 24.167 0.01 0.06 0.015 li I O I I I 0.79 29.250 0.00 0.06 0.015 I I O I I I 0.78 24.333 0.00 0.06 0.014 I I O I I I 0.76 24.417 0.00 0.06 0.019 I I O I I I 0.75 24.500. 0.00 0.06 0.013 I I O I I I 0.74 24.583 0.00 0.06 0.013 I I O I I I 0.73 24.667 0.00 0.06 0.013 I I O I I I 0.72 24.750 0.00 0:06 0.012 I I O I I I 0.70 29.833 0.00 0.06 0.012 .I � O � I I 0.69 24.917 0.00 0.06 0.011 I I O I I I 0:68 25.000 0.00 0.06 0:011 I I O I I I 0.67 25.083 0.00 0.06 0.010 I I O I I I 0.65 25.167 0.00 0.06 0.010 I I 0 I I I 0.69 25.250 0.00 0.06 0.010 I I 0 I I I 0.63 25.333 0.00 0.06 0.009 I I O I I I 0.62 25.417 0.00 0.06 0.009 I I O I I I 0.61 25.500 0.00 0.06 0.008 I I 0 � I I 0.59 25.583 0.00 0.06 0.008 I I � I I I 0.58 25.667 0.00 0.06 0.007 I I O I I I 0.57 � 25.750 0.00 0.06 0.007 I I O I I I 0.56 25.833 0.00 0:06 0.007 I I O I I I 0.54 6 � 25.917 0.00 0.06 0.006 I I O I I I 0.53 26.000 0.00 0.06 0.006 I I O I I I 0.52 26.083 0.00 0.06 0.005 I I O I I I 0.51 26.167 0.00 0.06 0.005 I I O I I I 0.49 26.250 0.00 0.06 0.004 I 10 I I I 0.45 26.333 0.00 0.05 0.004 I 0 I I I 0.41 26.417 0.00 0.05 0.004 I 01 I I I 0.38 26.500 0.00 0.04 0.003 I OI I I I 0.34 26.583 0.00 0.04 0.003 I O I I I I 0.32 26.667 0.00 0.04 0.003 I 0 I I I I 0.29 26.750 0.00 0.03 0.003 I O I I I I 0.27 26.833 0.00 0.03 0.002 I O I I I I 0.24 26.917 0.00 0.03 0.002 I O I I I I 0.22 27.000 0.00 0.03 0.002 I O I I I I 0.21 27.083 0.00 0.02 0.002 I O I I I I 0.19 27.167 0.00 0.02 0.002 I O I I I I 0.17 27.250 0.00 0.02 0.002 I O I I I I 0.16 27.333 0.00 0.02 0.001 I O I I I I 0.15 27.417 0.00 0.02 0.001 I O I I I I 0.13 27..500 0.00 0.02 0.001 I O I I I I 0.12 27.583 0.00 0.01 0.001 I O I I I I 0.11 27.667 0.00 0.01 0.001 I O I I I I 0.10 27.750 0.00 0.01 0.001 IO I I I I 0.10 27.833 0.00 0.01 0.001 IO I I I I 0.09 27.917 0.00 0.01 0.001 IO I I I I 0.08 28.000 0.00 0.01 0.001 IO I I I I 0.07 28.083 0.00 0.01 0.001 IO I I I I 0.07 28.167 0.00 0.01 0.001 IO I I I I 0.06 28.250 0.00 0.01 0.001 IO I I I I 0.06 28.333 0.00 0.01 0.001 IO I I I I 0.05 � 28.417 0.00 0.01 0.000 IO I I I I 0.05 28.500 0.00 0.01 0.000 O I I I I 0.04 28.583 0.00 0.01 0.000 O I I I I 0.04 28.667 0.00 0.00 0.000 O I I I I 0.04 28.750 0.00 0.00 0.000 O I I I I 0.03 28.833 0.00 0.00 0.000 O I I I I 0.03 28.917 0.00 0.00 0.000 O I I I I 0.03 29.000 0.00 0.00 0.000 O I I I I 0.03 29.083 0.00 0.00 0.000 O I I I I 0.02 29.167 0.00 0.00 0.000 O I I I I 0.02 29.250 0.00 0.00 0.000 O I I I I 0.02 29.333 0.00 0.00 0.000 O I I I I 0.02 29.417 0.00 0.00 0.000 O I I I I 0.02 29.500 0.00 0.00 0.000 0 I I I I 0.02 29.583 0.00 0.00 0.000 O I I I I 0.01 29.667 0.00 0.00 0.000 O I I I I 0.01 29.750 0.00 0.00 0.000 O I `I I I 0.01 29.833 0.00 0.00 0.000 O I I I I 0.01 29.917 0.00 0.00 0.000 O I I I I 0.01 30.000 0.00 0.00 0.000 O I I I I 0.01 30.083 0.00 0.00 0.000 O I I I I 0.01 30.167 0.00 0.00 0.000 O I I I I 0.01 *�*�*��************�*��**��HYDROGRAPH DATA*****�*****�*�***+*��** Number of intervals = 362 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.063 (CFS) Total volume = 0.117 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 � Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 **�****�**+**��***********�******�*****�+��***�**��*****��********** 7 � APPENDIX I : EXISTING CONDITION WATERCOURSE ANALYSES � � APPENDIX I.1: TYPICAL SECTION FOR SECTION DOWNSTREAM OF TRIPLE 3C" . � CULVERT � MEET SAN T�A GJ RGAD i2.0 12.C? ____. � � � 4 =1(1=' -i I i— � �:� ; ; � I�� — �= � �_— 3. o - � ��=i f( I I_ �_ � � �-- I � '-1 I I—I 11= ,. 5 Q ;, I i( i i � I I 1-�' ' � �? I I_I I 1—'' _ --- � NEET EX!STlNG � 2 Q GRDUND 6.Q CHANNEL SECTION SOUTH OF SANTIAGO ROAD DOWNSTREAM OF TRIPLE 36� CULVERT ��Lngi►�ieer►ng � Consulting, Inc. � 40040 COLISEUM WAY MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 � � APPENDIX I .2: NORMAL DEPTH CALCULATIONS FOR SECTION DOWNSTREAM OF TRIPLE 3G" CULVERT � � Worksheet for Sect�on South of Sant�ago DS of Culvert � a,� �.: „ r �" 3 '7 �"` � , �"`� v� ,,.•, .� ��aF _. �� '''��i� +�'` .,�� g'° � ; � �� r �' �'" �.t �'�" .. � �. Pro�ect Descnption : `� ...s�w__..5._.z_<'.PJ:.�..., .....a.._m.....� ,_-..,. _a.=.,.-�..3.��x'wm.Ti.>5,,,,.....rlc...,,m".s&m�.�,..:.,,. .,w.aa _d,:,.�Cr,la�.5..,�».i�._ s 'a...,.._....�.r ...$n?...-f.�-. �>�. _,_._ae = �...v......cc... Friction Method Manning Formula Solve For Normal Depth : .� ♦ r� � �, � � �� z* , � � : � � ��' �npUt �alG� �. � � s '��` < �9y.. r � ,�� : � z��„�� r � � � �� f� � � � �� x � � ,..z,,,.+ a� �.,.��... �._ . __ ...,. �.... ..W.,.%k,,:, . ..�.��;:a,�.,...� �._,.� .,,,_._.` _, ....,.,... �...,�w_�.sl�..�:.'�s.. .� ..^.�.?:�.�,.�...,....::,,,,.-,..."'�.,.�s.,. $ �'��,,.��.�_ „".,._._._ ,� .x :?` "e,. e' ._�� -y_ . Channel Slope 0.02000 ft/ft Discharge 393.80 ft'/s Section Definitions x � r ; ro �, �. jr ,� �� r � "` S-�� r �� :. �'��,°�� .„ .'`` "'� '�r d� � f . Y � � � - E �i � 2 iVg ✓<. �. ".:. r ��,«z �. ' ` � � f : x t�� ' � k �� . "�J � fl '� �"=�'a � 2. . .. <. .., � s 5h �n,�" �. , k �; � .� � t �.� � ' � ,;: 3 � Station (ft) w �levation (ft)' � �= � 0+00 5.00 0+12 2.00 0+12 0.00 0+18 0.00 0+18 2.00 0+30 5.00 Roughness Segment Definitions � ' '� s� r. � � � ; �, � � � � �' rf g a b , �i ,r4r - '� - � s '�`� .� � �" : �i�: � � '�' � '�� _ s :L s � �. �� , : r . �' � 3t ' � � � � � ` # �; Start 5tatwn � � � �F Y�.�� Ending S� atioh , � � Raughness Coe�c.�ent°"��r � � ,:�.. ,.,,.� . _ � »,., .., �.. .�,. . ,. ,_...,, _. � , M,�:k , t.��:. , . . , ,.e ��..nv a . .. _.., ,... . z � _ . ,,m.a„ , - , (0+00, 5:00) (0+30, 5.00) 0.030 ,. a �a 3 R E:`SU�ts� ! � w" , .,,..... .,,,'� ..�W�s....�«,... � .. ��,N.� .. �„ e..,,.� .�� . _ . ,'�..��,.,�. ' �.�_... . ., . s_. . �..� ., _ .. . _ �. . _ �. � Normal Depth 4.09 ft Elevation Range 0.00 to 5.00 ft Flow Area 42.09 ftz Wetted Perimeter 27.26 ft Top Width 22.75 ft Normal Depth 4.09 ft Critical Depth 4.40 ft Critical Slope 0.01309 ft/ft Velocity 9.36 ft/s Velocity Head 1.36 ft Specific Energy 5.45 ft Froude Number 1.21 � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/16/2008 2:15:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 2 Worksheet for Section South of Santiago-DS of Culvert � � �, 7 :'�. :' r .._. � � �- ,.a. ' ' ��s� � 1 �. ; � .� r 9 ��'�� Results � ; E � *, � � � � � �-� � :, ��- � � `°��' �� .G,_. _ _ ,.,�, ._. ..�_.. . .� ,. .. ... _.w._ . ..�aa...._, F. .�.. . ...� . ...... . ... . . .. . �..,R .. , .��.�._ _ ,_.�za,�. �_�.a x _ Flow Type Supercritical : GVF Inpu#��Data �� , � �� ` � F N {i ¢ % ., ...<w a�:� t . , . . xa.. �.�f .a, . '�^.,,.,. „..�_. .,� , � . . ,. Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps � GuF Outpu# Data � �� ,.. � �� . '�� k �� - � �, �. ,_, .,..a .�� .. ,. �'� ��, _. a_.,:� .,�, ��,.., , , .., s�,,, . . � . .z. , h»„ . � � �. ;: , < _ . .,: _.__ . ., . . �. �,�M..., . . .... . Upstream Depth 0.00 f� Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 4.09 ft Critical Depth 4.40 ft Channel Slope 0.02000 ft/ft Critical Slope 0.01309 ft/ft � � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [06.01.066.00] 12/16/2008 2:15:09 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-T55-1666 Page 2 of 2 � � APPENDIX I .3: NORMAL DEPTH CALCULATION FOR IN-TRACT SPAN BRIDGE SECTION � Worksheet for In Tract Sect�on at Span Br�dge Pro�ec# Descnption £ ' � { �. ��., v � ,�.,�.. ; � - � ,�._ � .� � _ _ _._ _.. . . . . � . �._ . ... , e � �. .,� . Friction Method Manning Formula Solve For Normal Depth r Input Data:' Channel Slope 0.01600 ft/ft Discharge 245.10 ft'/s Section Definitions � � > � � F� s r, � .__ Station,{ft) ' . Elevatioi��f�)�� `. 10+67.47 1128.00 10+7g.69 1127.25 10+g5.45 1127.00 10+g2.44 1126.15 10+g3.88 1126.00 11 +00.11 1125.34 11 +03.18 1125.00 11 +03.76 1125.00 11 +04.53 1125.00 11 +07.77 1125.00 11 +09.27 1125.00 11 +19.9 1125.00 11+Zg.39 1125.00 11 +31.04 1125.00 11 +32.84 1125.00 11 +34.07 1125.44 11 +36.09 1126.00 11 +37.71 1126.47 11 +38.78 1127.00 11 +4g.59 1127.92 11 +50.48 1128.00 Roughness Segment Definitions � � :: � ; �.-�� , y � � � �`� � StartStatian � ; ; ` . : � �nding Stat�on �� ;: �,�Roughness"Coefficient =�� : � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/16/2008 2:15:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for In-Tract Section at Span Bridge In��_ut Data � �� r�� , , �? ... .._.,, . � � ��... ,..� �� ' � �� ...�`... .<". � .� � .,,..� ..._� .. .� .. .. ��,w. <. � ; . _ � ._� . . ..<� �.. �.. , . _.�. w. �� , ,. , � � � � 3 . F . '� 2 �t- � � �: : `� � pY� t .% Y' � �.` . a 3 ' s � - j -r a e�° r K : � , f � . t � . �, .,.. : � � �� 1 h � � J 3 :� ��. '� i . d �, '� �� Start Statian „ f � �� Ending Station� a r " "�� 3 Roughness Goeificient � >-- ,_ . ..�, �. . , ,..� �, �,� . , �': r �• �,, .a ., r , .�a or�..v, ��, s a.,. . ... , ,. ,. �, .�. .. . , „ � � , . .> _� . . � (10+67.47, 1128.00) (11+50.48, 1128.00) 0.030 R p � 1'y p i � �E GSMIIJ ��., l� . Y ��. P . � �._ � 1 �j .S � r �"F.��.f 3 1:� n t� ' ., xs ...� ... a . ,_.. , , �, ,a= .. .... .� ., .� a, , . __, vK. , a�`v ..� . . �� ... s . �..�.. , . �,. o.... .�.�.... ..8. ...e . � �,.> w.....;,d�.., 3. �i„ .. ., . .. k ><,s3ex .. Z. ... , . S. , . .. ., .., . Normal Depth 1.12 ft Elevation Range 1125.00 to 1128.00 ft Flow Area 41.00 ft= Wetted Perimeter 44.02 ft Top Width 43.79 ft Normal Depth 1.12 ft Critical Depth 1� �$ ft Critical Slope 0.01330 ft/ft Velocity 5•98 ft/s Velocity Head 0.56 ft Specific Energy 1.68 ft Froude Number 1.09 Flow Type Supercritical � t* �, ,- s r _ �� .,:�.,. , _ sN �,r°�.si �m^ �. � 3 6 �r r x� � > �. . .. .��,xx .,, .�.. „ .. �GVF Inpuf Data � � ::�'� ��,� � �'��,1��' � � � �° � ��z��`,.�{,�.�.��'��,;� �� -�°� � � � � . � M � � . � x _�r„�»,. ,��»�� .,,�... ��. �r. �.�� , � M � ,n , Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps � x �r �. .m�:. -- S.fv."�"� �'" � ,��'�,"' '��'�t�"�'k.�,+x+'�`t„is d��.'�` �a �`�zs�,�'a "� z�� ?� w� �.�'f��is�`��"" r � " ' � � . GVF Output Data �� -� �-�� ,�' � � < ��<8��,��.�� z� � � f , ,� �.,.. .. ,. r=.� �Mz.. �..� ... >�, .��,x,��.A�.��.,�n ��.A� .. :,�, ;.,�,ra� ,-�3��.�.. ,...�M.�= Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity fUs Upst�eam Velocity Infinity ft/s Normal Depth �.12 ft Critical Depth �� 18 ft Channel Slope 0.01600 ft/ft Critical Slope 0.01330 ft/ft Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/16/2008 2:15:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 � APPENDIX I .4: TYPICAL SECTION FOR SECTION UPSTREAM OF TRIPLE 3C" CULVERT - � SOUT O F SANTIAGO ROAD � � 20.0 � �.a -� � � - .�.a � �_—.._...___= _� — =T�= �� I 1�1 =� � � _ i I I-� � �-� ; �_ - I1.-111-f11" _ =� � 5. � � _�� i ��—�ti = � � (-1 I l-I i-� 2.0 - MEET �XI STI NG ��) ! I- i I E I I =�., ��,� �-1I.I ��I! 1-I I i�-_„I I�- � MEET SAIVT(AGQ � ( � �� ROAD 16.0 CHANNEL SECTION SOUTH OF SANTIAGO ROAD UPSTREAM OF TRIPLE 36� CULVERT ��L►�ng cX� Considting, Inc. � 40040 COLISEUM WAY MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 � � APPENDIX I .S: NORMAL DEPTH CALCULATION FOR SECTION UPSTREAM OF TRIPLE 3G" CULVERT - SOUTH OF SANTIAGO ROAD � � Worksheet for Sect�on South of Sant�ago US of Culvert "h S '' A�%� C� �£ '^�� " ) ..f� x ar v "r "�`�` ,�ttt�t ;� � � � �s �' F � > `�� : Pro�ect Descnption��, .� . � _.� ��. _.�� .��:�� . �� ... ` r .��.� �s �.�::.�� ... �w ... �, � . ..7 �..� Friction Method Manning Formula Solve For Normal Depth �n, '°�.,4'", - ;. -� - 1-,�'� � : � �^" ; v ' . �g �`" . r�� ,� L � � � �,' ��"` � � � , P "_ Input Data � � �� _ � � � �� ; ��,. �`.��-�....�� . .. . _ ;_ ;� w.s.e_�._ _. �..o.....o�".,__.._ <....��"aa��... ..._ . . W.,,._._.�,,, .�.v�._.._ ..__v.:��,.�..,__... ., _,.,_ Channel Slope 0.02000 ft/ft Discharge 148.70 ft'/s Section Definitions " � ��a 7� s "Y � � r �, i r � � �,.. �' �p r � ,F s 5 x ' r a � 4 § �, � . . � �� d� �� 3 �'�. ,� � '.. y Y � a �� . ;. � ..; � � Station�'(ft)� �� Elevation (ft)' `� �,'�i .__,:...,� ,� _,,,. _ _..: ��„ .._�e..,<..._ :.._.��.. �� . . _��,: ��rw,...�_.__ d�,. w„^�.�.�,�.,, _,� 0+00 5.00 0+12 2.00 0+12 0.00 0+2g 0.00 0+48 5.00 Roughness Segment Definitions ;� �: � � �. a� 5 ss r �,�' � � a`� �a . - � � ?s 3 ,�y � -� � _ �� 'tt� � f �� '�' .,�. � ' ,,:, r' '�` s +1F - [ �.',�, : r 1. � �� " � �� ,�. �� '��` : � �a ' � ,�� , ��s p��s a �, � � �� , : :r : �' � �`- i '��-� i� � .�' ��,�'� s v x'"� s. � ti ; ��rt"3z�,"� r,�` K ��a�� . �' ' c ,��s �� E Start Stafion = ' ;'�� ; � Enciin Station ,� � 9� �� Roughness Coefficient � ,. . ,� _ ., > s. ,,. � , �� ., � ,o . � r.»e ., ��5 � ,. . 9.. .. ., , .. .. . �,a ,,,.,. ,.. � . ., .� , . , .. M... � � (0+00, 5.00) (0+48, 5.00) 0.030 �' �� . � ��_ '� � � .�AY �-. a'�' 4 ..�� ' �'�n �� a'�",�� :fi2.� ' �*k . � Results � _ ,� � �� ' 1 ��..e�..�,.., '�..,: �F. .� � Normal Depth 1.17 ft Elevation Range 0.00 to 5.00 ft Flow Area 21.54 ft� Wetted Perimeter 22.01 ft Top Width 2070 ft Normal Depth 1.17 ft Critical Depth 1.31 ft Critical Slope 0.01369 Wft Velocity 6.90 ft/s Velocity Head 0.74 ft Specific Energy 1.91 ft Froude Number 1.19 Flow Type Supercritical � Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 12/16/2008 2:15:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1_203-755-1666 Page 1 of 2 � Worksheet for Sect�on South of Sant�ago US of Culvert GV� input Data ; � � � '� � ' � � y ' � `,� `� � �. � x � , ��' .a,.....a __. � �� . .wu�. .�. . _ ..�. _. .._„ ��..�;,o. , �. �� , . . �_,:�a.. ,�. .z �,...w��, .�.. . . , ,�.,__ v ., �, v„�.,��,�.. , � __�.�,. Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 �. r ��. ry��e �, �r � �_��c 3 � ��. �*` �.�?" t" - '�. 7 'g' % '� GVF Output Data � � ��.w. ..� ..��.��. �� ,��.y��,r _,.,�.`��'��'�'�� ' �.,',�.y.�.� �, , �w.�,HA_ �. . _ _ �.��_,. _ _ _.. ,� � �� .�.. � �.. � m. _�_ -- .._'.�_�.._ _ �. �,.. � __. �k ,. �: Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/S Upstream Velocity Infinity ft/s Normal Depth 1.17 ft Critical Depth 1.31 ft Channel Slope 0.02000 ft/ft Critical Slope 0.01369 ft/ft • � Bentley Systems, Inc. Haestad Methods Sotution Center Bentley FlowMaster [08.01.066.00] 12/16/2008 2:15:21 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 / � � EXCERPTS � � EXCERPT A : PARCEL 4 OF P.M. HC32 OFFSITE HYDROLOGY IOO-YEAR STORM EVENT RATIONAL METHOD CALCULATIONS� FROM "HYDROLOGY AND � HYDRAULICS STUDY FOR APN 94S-OHO-017" PREPARED BY MEDOFER ENGINEERING� I NC. DATED APRIL 2, 2007 � �� . �;=: Riverside County Rational.Hydrology Program t,, � CIVILCADD/CIVILDESZGN Rational Hydrology Study Date: 04/03/07 File:3067DEV100.out PC1. 9 of P.M. 8632 €f,r Offsite Hydrology 100-year storm � ------------------------------------------------------------------------ � ********* H drolo Stud Control Information ********** i�:�;� Y 4Y Y E� - English (in-lb) Units used in input data file � ---------------------------------------------------------------- � ,; Medofer Engineering, Inc., Menifee, CA - S/N 959 �; ------------------------------------------------------------------------ Rational Method Hydrology Program based on Riverside County Flood Control s water Conservation District � 1978 hydrology manual A;.`%' yy ,,. � Storm event (year) = 100.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-9.1) ��?= For the [ Murrieta,Tmc,Rnch CaNOrco ] area used. c�;r" 10 year storm 10 minute intensity = 2.360(Zn/Hr) 10 year storm 60 minute intensity = 0.680(In/Hr) � 100 year storm 10 minute intensity = 3.980(In/Hr) 100 year storm 60 minute intensity = 1.300fIn/Hr) G;';''. Storm event year = 100.0 � Calculated rainfall intensity data: 1 hour intensity = 1.300(In/Hr) �i :. Slope of intensity duration curve = 0.5500 � �.. . �?' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,.,, �'�" Process from Point/Station 1.100 to Point/Station 1.200 **** INITIAL AREA EVALUATION **** � Initial area flow distance = 699.000(Ft.) Top (of initial area) elevation = 1257.000(Ft.) � Bottom (of initial area) elevation = 1245.000(Ft.) Difference in elevation = 12.000(Ft.) Slope = 0.01663 s(percent)= 1.86 TC = k(0.390)*[(length^3)/(elevation change)]^0.2 ;,, Initial area time of concentration = 11.996 min. � Rainfall intensity = 3.226(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/9 Acre Lot) Runoff Coefficient = 0.790 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 = 14.519(CFS) � Total initial stream area = 5.700(Ac.) Pervious area fraction = 0.500 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1.200 to Point/Station 1.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1290.000(Ft.). Downstream point/station elevation = 1215.000(Ft.) � Pipe length = 540.00(Ft.) Manning_s N= 0.013 No. of pipes = 1 Required pipe flow 14.519(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 19.519(CFS) Normal flow depth in pipe = 10.99(In.) � � s ,�;�: - Flow top width inside pipe = 17.75(In.) f Critical Depth = 16.73(In.) Pipe flow velocity = 13.SB(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 12.16 min. ��'��:. ' ++++t+++}t+t+t+++++++++++tt+tt++++++t+++f+t+++}+++ttt-ft++++++tt++tt++t - Process from Point/Station 1.200 to Point/Station 1.300 **** CONFLUENCE OF MAIN STREAMS **** , i�n�,. . � . # `�j�'" The followin data inside Main Stream is listed: , �?;� :.�: g ''' " In Main Stream number: 1 Stream flow area = 5.700(Ac.) � Runoff from this stream = 19.519(CFS) t. Time of concentration = 12.16 min. '� " V Rainfall intensit 3.126(In/Hr) y.7 _ f;��;`_' Y — Program is now starting with Main Stream No. 2 �' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ;a, ,, �. . '„?�ry. Process from Point/Station 1.310 to Point/Station 1.300 ***' INITIAL AREA EVALUA'I'ION **** ��; Initial area fl"ow distance = 1000.000(Ft.) �.x";'r, Top (of initial area) elevation = 1255.000(Ft.) i:i�f:�';� Bottom (of initial area) elevation = 1222.000(Ft.) Difference in elevation = 33.000(Ft.) Slope = 0.03300 s(percent)= 3.30 - 't.�- TC = k(0.390)*[(length^3)/(elevation change)]^0.2 '��; Initial area time of concentration = 12.226 min. '�{�"' Rainfall intensity = 3.116(In/Hr) for a 100.0 year storm SINGLE FAMILY (1/9 Acre Lot) Runoff Coefficient = 0.787 t;',^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 = 24.533(CFS) Total initial stream area = 10.000(AC.) Pervious area fraction = 0.500 ;`;::=.. 4 „., p., }++i+++-F++t++tti�+++++++ . Process from Point/Station 1.310 to Point/Station 1.300 **** CONFLOENCE OF MAIN STREAMS '*** r �z'° The following data inside Main Stream is listed: r ?o;*;.:;;., i+., ,, In Main Stream number: 2 Stream flow area = 10.000(Ac.) Runoff from this stream = 29.533(CFS) ; �,T- Time of concentration = 12.23 min. �� Rainfall intensity = 3.118(In/Hr) � � "�'` Summary of stream data: Stream Flow rate TC Rainfall Intensity �,��;�; No. (CES) (min) (In/Hr) ��";' 1 19.519 12.16 3.126 2 29.533 12.23 3.118 E_�" Largest stream flow has longer time of concentration t"'° Qp = 29.533 + sum of �k:i Qb Ia/Ib 19.519 * 0.997 = 19.979 ;,^;' Qp = 39.008 ,.�:, ^{ 1�`" Total of 2 main streams to confluence: Flow rates before confluence point: 19.519 29.533 Area of streams before confluence: 5.700 10.000 ,,,, ,'� � � � � . . Y,+;+'".�. . �.-�::' �: . Results of confluence: Total flow rate = 39.008(CFS) Time of concentration = 12.228 min. Effective stream area after confluence = 15.700(Ac.) " ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ,; �- �'<":; Process from Point/Station 1.300 to Point/Station 1.400 **** PIPEFLOW TRAVEL TIME (Program estimated si2e) **** Upstream point/station elevation = .1215.000(Ft.) -`'w' Downstream point/station elevation = 1205.000(Ft.) , ,, ;:� ; . �r �'. Pipe length = 120.00(Ft.) Manning's N= 0.013 No. of pipes = 1 Required pipe flow = 39.008(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 39.008(CFS) "`A'-' Normal flow depth in pipe = 19.91(Zn:) �` Flow top width inside pipe = 19.06(Zn.) Critical depth could not be calculated. Pipe flow velocity = 21.36(Ft/s) :�%-u�t; Travel time through pipe = 0.09 min. ° Time of concentration (TC) = 12.32 min. k'`:'. ++++++++++++++f+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.400 to Point/Station 1.500 q'f',, **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1205.000(Ft.) End of natural channel elevation = 1190.000(Ft.) Length of natural channel = 371.000(Ft.) Estimated mean flow rate at midpoint of channel = 57.021(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + B(q(English Units)^.352)(slope^0.5) '`i�`'. Velocity using mean channel flow = 8.08(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0904 Corrected/adjusted channel slope = 0.0409 Travel time = 0.76 min. TC = 13.09 min. Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.719 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= D.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 � Rainfall intensity = 3.009(In/Hr) for a 100.0 year storm Subarea runoff = 31.091(CFS) for 19.500(Ac.) Total runoff = 70_096(CFSf Total area = 30.200(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.500 to Point/Station 1.600 � **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** i; Top of natural channel elevation = 1190.000(Ft.) � End of natural channel elevation = 1176.000(Ft.) Length of natural channel 732.000(Ft.) Estimated mean flow rate at midpoint of channel = 90.292(CFS) � Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + B(q(English Units)^.352)(slope � Velocity using mean channel flow = 6.37(Ft/s) Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0191 �- Ea}r' tl ` ,' ' 7?@, i', Corrected/adjusted channel slope = 0.0191 '��M:'� Travel time = 1.92 min. TC = 15.00 min. '.�'= Adding area flow to channel SINGLE FAMILY (1 Acre Lot) `�,s Runoff Coefficient = 0.703 ��:."�;^ Decimal fraction soil group 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.;'. RZ index for soil(AMC 2) = 56.00 - "� Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.786(In/Hr) for a 100.0 year storm Subarea runoff = 39.095(CFS) for 17.900(AC.) ;."{`�.� Total runoff = 109.193(CFS) Total area = 97.600(Ac.) ; ��,. ++++++++++++++++++++++t+++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1.600 to Point/Station 1.700 i�-:< **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** '`'' ;�� Top of natural channel elevation = 1176.000(Ft.) End of natural channel elevation = 1155.000(Ft.) Length of natural channel = 992.000(Ft.) '�F.',' Estimated mean flow rate at midpoint of channel = 135.167(CFS) r' Natural valley channel type used L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units)^.352)(slope^0.5) '� Velocity using mean channel flow = 7.76(Ft/s) ` i i�' Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0223 a Corrected/adjusted channel slope = 0.0223 Travel time = 2.�2 min. TC = 17.03 min. "t:� Adding area flow to channel ,.;�; SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.693 Decimal fraction soil group A= 0.000 Decimal.fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 x�� Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.599(In/Hr) for a 100.0 year storm "�. Subarea runoff = 50.985(CFS) for 28.300(Ac.) Total runoff = 155.179(CFS) Total area = 75.900(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.700 to Point/Station 1.800 **** NATURAL CHANNEL TZME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1155.000(Ft.) End of natural channel elevation = 1140.000(Ft.) Length of natural channel = 693.000(Ft.) Estimated mean flow rate at midpoint of channel = 173.273(CFS) Natural valley channel type used , L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + 8(q(English Units)^.352)(slope Velocity using mean channel flow = 8.57(Ft/s) -r :: Correction to map slope used on extremely rugged channels with ��; drops and waterfalls (Plate D-6.2) �+ '. Normal channel slope = 0.0233 Corrected/adjusted channel slope = 0.0233 Travel time = 1.25 min. TC = 18.28 min. � I Adding area flow to channel SINGLE FAMILY (1 Acre Lot) ! , �� .4t. �: �a ,� ^�: Runoff Coefficient = 0.687 ?;'?'`'" Decimal fraction soil group A= 0.000 �'%• Decimal fraction soil group B= 1.000 �'"'' Decimal fraction soil group C= 0.000 P � Decimal fraction soil group D= 0.000 ; RI index for soil(AMC 2) = 56.00 ��' ' Pervious area fraction = 0.800; Impervious fraction = 0.200 �' Rainfall intensity = 2.500(In/Hr) for a 100.0 year storm � Subarea runoff = 30.913(CFS) for 17.700(Ac.) - Total runoff = 185.592(CFS) Total area = 93.600(Ac.) ,; , ;r `�, J'. !!xr ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.800 to Point/Station 1.900 �a **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** 'F . �� ' Top of natural channel elevation = 1190.000(Ft.) ''�` End of natural channel elevation = 1133.000(Ft.) i� Length of natural channel = 49B.000(Ft.) � Estimated mean flow rate at midpoint of channel = 201.851(CFS) ,. �:., };- �; „ Natural valley channel type used t L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + B(q(English Units)^.352)(slope^0.5) �� Velocity using mean channel flow = 6.97(Ft/s) i% ,;#, Correction to map slope used on extremely rugged channels with drops and waterfalls (Plate D-6.2) ' Normal channel slope = 0.0191 Corrected/adjusted channel slope = 0.0141 Travel time = 1.19 min. TC = 19.47 min. � ' �' Adding area flow to channel �� SINGLE FAMZLY (1 Acre Lot) Runoff Coefficient = 0.682 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 � Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 z� RI index for soil(AMC 2) = 56.00 M � ' Pervious area fraction = 0.800; Impervious fraction = 0.200 Rainfall intensity = 2.919(In/Hr) for a 100.0 year storm Subarea runoff = 27.011(CFS> for 16.900(AC.) `' ' Total runoff = 212.602(CFS) Total area = 110.000(Ac.) ;r; , ;;, ;, ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.900 to Point/Station 1.110 "� **** NATURAL CHANNEL TIME + SUBAREA FLOW.ADDITION **** ,"t;. t;�,' ' Top of natural channel elevation = 1133.000(Ft.) • ;�� End of natural channel elevation = 1116.800(Ft.) Length of natural channel = 565.000(Ft.) Estimated mean flow rate at midpoint of channel = 232.316(CFS) ,� Natural valley channel type used ,� L.A. County flood control district formula for channel velocity: Velocity(ft/s) _ (7 + B(q(English Units)^.352)(slope^0.5) " Velocity using mean channel flow = 9.79(Ft/s) " Correction to map slope used on extremely rugged channels with ? drops and waterfalls (Plate D-6.2) �� Normal channel�slope = 0.0251 ��; , Corrected/adjusted channel slope = 0.0251 Travel time = 0.97 min. TC = 20.93 min. ,R; z"' Y Adding area flow to channel SINGLE FAMILY (1 Acre Lot) F„ Runoff Coefficient = 0.678 ;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 i�i RI index for soil(AMC 2) = 56.00 �- i;i..,, . . - Pervious area fraction = 0.800; Imperv,ious fraction = 0.200 Rainfall intensity = 2.351(Zn/Hr) for a 100.0 year storm '' Subarea runoff = 32.519(CFS) for 20.900(Ac.) Total runoff = 295.122(CFS) Total area = 130.400(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ � Process from Point/Station 1.110 to Point/Station 1.120 *;** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 1118.800(Ft.) ��x'+ Downstream point/station elevation = 111�.700(Ft.) Pipe length = 79.10(Ft.) Manning's N= 0.015 No. of pipes = 2 Required pipe flow = 295.122(CFS) Nearest computed pipe diameter = 45.00(In.) Calculated individual pipe flow = 122.561(CFS) Normal flow depth in pipe = 36.56(In.) Flow top width inside pipe = 35.13(In.) Critical Depth = 39.90(In.) Pipe flow velocity = 12.76(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 20.59 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.120 ` *'** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 130.900(AC.) ,��;�?, Runoff from this stream = 245. 122 (CFS) � Time of concentration = 20.59 min. Rainfall intensity = 2.399(In/Hr) ,,, � Program is now starting with Main Stream No. 2 A; + + + + + + + + ++ + + + + + + + + + + + + ++ + + + + + + + + + + + ++ + ++++ + ++ + +++ + + ++ +++ +++ ++ ++ + + + + + ++ Process from Point/Station 2.100 to Point/Station 2.200 **** INITIAL AREA EVALUATION **** I. �`"'''' Initial area flow distance = 823.000(Ft.) Top (of initial area) elevation = 1265.000(Ft.) Bottom (of initial area) elevation = 1295.000(Ft.) Difference in elevation = 90.000(Ft.) r - Slope = 0.09860 s(percent)= 9.86 TC = k(0.980)*[(length change)]^0.2 Initial area time of concentration = 12.885 min. �: Rainfall intensity = 3.030(In/Hr) for a 100.0 year storm SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.715 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious. area fraction = 0.800; impervious fraction = 0.200 Initial subarea runoff = 18.629(CFS) j_ Total initial stream area = 8.600(AC.) `` Pervious area fraction = 0.800 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.300 °' **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION **** Top of natural channel elevation = 1245.000(Ft.} � End of natural channel elevation = 1220.000(Ft.) { Length of natural channel = 660.000(Ft.) ; 1' Estimated mean flow rate at midpoint of channel = 32.818(CFS) Natural valley channel type used L.A. County flood control district formula for channel velocity: �'i Velocity(ft/s) _ (� + 8(q(English Units)^.352)(slope^0.5) Velocity using mean channel flow = 6.68(Ft/s) ;� ti i �r ,� � � �`s'+,ss z" ',•i r �,' ;s'. k � Correction to map slope used on extremely rugged channels with ' drops and waterfalls (Plate D-6.2) r Normal channel slope = 0.03'79 r ,. Corrected/adjusted channel slope =�'�g�53 min. �" Travel time = 1.65 min. TC = ,��:: + t � Adding area flow to channel 4 SINGLE FAMILY (1 Acre Lot) � Runoff Coefficient = 0.706 �?��`�'� Decimal fraction soil group A= 0.000 � ,�`= 4�'r Decimal fraction soil group B= 1.0 `;z,?. Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 �- RI index for soil(AMG 2) = 56.00 f � ; , Pervious area fraction =�:8�36�(In/Hr)VforSafral00o0 yea�r s�torm �� Rainfall intensity = 26 218(CFS) for 13.100(Ac.) '�'. Subarea runoff = 21.700(Ac.) ;��;.: Total runoff = qq,g97(CFS) Total area = ;:r,c. f t' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++Z+9+�+�+ t�., 2.300 to Point/Station Process from Point/Station *,,, ��;; _+** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION p;�`,' 1220.000 (Ft. ) "' Top of natural channel elevation = ,�: 1153.000(Ft.) End of natural channel elevation = ;�i = 1710.000(Ft.) 85.871(CFS) .,:_ Length of natural channel t�: Estimated mean flow rate at midpoint of channel = Natural valley channel type used i4 � L.A• County flood control district formula for channel velocity: ;� Velocity(ft/s) _ (7 + 8(q(English Units)".352)(slope^0.5) '�`; Velocity using mean channel flow = 8.98(Ft/s) f� ; ��' Correction to map slope used on extremely rugged channels with � drops and waterfalls (Plate D-6.2) Normal channel slope = 0.0392 ��s? 0.0392 Corrected/adjusted channel s1opTC _ 1� �1 min. rr Travel time = 3.17 min. ;t;: ,z=: ,,';,� Adding area flow to channel �, SINGLE FAMILY (1 Acre Lot) ='�:. ' Runoff Coefficient = 0.690 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 f�' Decimal fraction soil group C= 0.000 s`: Decimal fraction soil group D56.00000 ,, RI index for soil(AMC 2) - z Pervious area fraction = 0.800; Impervious fraction = 0.200 , �w• 2.599(In/Hr) for a 100.0 year storm ;;r� Rainfall intensity ° 69 678CCFS) for 39.700(Ac.) � Subarea runoff = Total area = 61.400(Ac.) r: Total runoff = 119.525(CFS) ;;i'>' ,3 '��'r ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++i+12+�+ 2.400 to Point/Station Process from Point/Station �,*, � **** NATURAL CHANNEL TZME + SUBAREA FLOW ADDITION 1153.000(Ft.) ,; Top of natural channel elevation = 1117.700(Ft.) '� End of natural channel elevation = ;+k::• = 1901.000(Ft.) ��° Length of natural channel 139.5"16(CFS) `` Estimated mean flow rate at midpoint of channel = i ;* �. Natural valley channel type used L.A. County flood control d En t lish Units) �. ;i' ; � Velocity(ft/s) _ (7 + 8(q( 4 ��:: mean channel flow = 8.29(Ft/s) Velocity usinq �;1 ` Correction to map slope used on extremely =ugged channels with �. � drops and waterfalls (Plate D-6•o�0252 �'?;, Normal channel slope = p,0252 4; � Corrected/adjusted channel slope = Travel time = 2.83 min. TC = 20.54 min. � � ,•,. y' �- } ` _". Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Runoff Coefficient = 0.678 Decimal fraction soil group A= 0.000 Decimal fraction soil group B= 1.000 Decimal fraction soil group C= 0.000 {�. Decimal fraction soil group D= D.000 RI index for soil(AMC 2) 56.00 Pervious area fraction = 0.800; Zmpervious fraction = 0.200 Rainfall intensity = 2•399(In/Hr) for a 100.0 year storm Subarea runoff = 39.159(CFS1 for 21.500(Ac.) BZ 900(Ac.) $`' Total runoff = 198.679(CFS1 Total area = _ � �' ++++++++++ +++++++++++++++++++++++++ +++++++++++++++++++++++++++++ i + 12 + � + 2.900 to Point/Station ;,; Process from Point/Station **** , **** CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 82.900(Ac.) Runoff from this stream = 198.679(CFS) 'Pime of concentration = 20.54 min. Rainfall intensity = 2.399(In/Hr) Summary of stream data: TC Rainfall Intensity Stream Flow rate �min) (In/Hr1 No. lCF'S) i; " �:� 2.349 1 295.122 20.59 2.349 '� Z 198.679 20.59 Largest stream flow has longer or shorter time of concentration Qp = 245.122 + sum of - Q Tb/Ta �;; 198.679 * 1.000 = 198.665 Qp = 393.787 Total of 2 main streams to confluence: Flow rates before confluence point: 295.122 198.679 Area of streams before confluence: 130.900 82-900 Results of confluence393.787(CFS) Total flow rate = 20.536 min. Time o.f concentration = = 213.300(Ac.) Effective stream area after confluenee +++++++ ++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++ 1�130 + 1.120 to Point/Station Process from Point/Station ,�.,,, **** NATURAL CHANNEL TIME + SUBAREA FLOW ADDITION Top of natural channel elevation = 1117.700(Ft.) End of natural channel elevatioi29 000(pt,�00(Ft.) Length of natural channel - Estimated mean flow rate at midpoint of channel = 393.787(CFS) Natural valley channel type used L.A. County flood control d En t lish Units) Velocity(ft/s) _ (7 + 8(q( 4 Velocity using mean channel flow = 12.78(Ft/s) � ed channels with Correction to map slope used on extiemely rugg drops and waterfalls (Plate D-6.2) ��: Normal channel slope = 0.0310 Corrected/adjusted channel slope = 0.0310 ,;� Travel time = 0.17 min. TC = 20.70 min. r Adding area flow to channel SINGLE FAMILY (1 Acre Lot) Y Runoff Coefficient = 0.6'77 i�l�)� ` �y�� : �� f ��'�� t t �� ,, F'.' Decimal fraction soil group A= 0.000 :�;;�:;,' Decimal fraction soil group e= 1.000 ;;';�`;;: Decimal fraction soil group C= 0.000 Decimal fraction soil group D= 0.000 RI index for soil(AMC 2) = 56.00 Pervious area fraction = 0.800; Zmpervious fraction = 0.200 ��`'j'; Rainfall intensity = 2.339(In/Hr) for a 100.0 year storm Subarea runoff = 0.000(CFS) for 0.000(Ac.) Total runoff = 393.787(CFS) Total area = 213.300(Ac.) End of computations, total study area = 213.30 (AC.) 5 ,,:, The following figures may �" be used for a unit hydrograph study of the same area. �,«s `�"�i . Area averaged pervious area fraction(Ap) = 0.778 Area averaged RI index number = 56.0 n�.f,, . 'Sk.• ' �e,. � �� ;�' .. ,�v i �?" �ji;i iae . t�'' L1f _ � y 1 �. � 'f�7i' �i�,�:�� x�'r � �� ' 'kj„ ; ��, r #:.. tFp; ,' � , Y� µ^,' - , ' ' .�`�� Il tY'4��i 4 4 � r i.n. �' l/I ( ,� r'� � '�Y,�w�� . � '� , ��1�}� `�� ` ^'��f;%�"�",�� ,,r` .� , � , �s� � EXCERPT B: PORTION OF PARCEL 4 OF P.M. HG32 HYDROLOGY EXHIBIT OFFSITE DRAINAGE� FROM ��HYDROLOGY AND HYDRAULICS STUDY FOR APN � 945-080-017 PREPARED BY MEDOFER ENGINEERING, INC. DATED APRIL 2, 2007 � EXCERPT C: lOO-YEAR WATER SURFACE PROFILE GRADIENT PROGRAM CALCULATIONS FOR SANTIAGO ROAD IMPROVEMENTS, 36 " CMP � CULVERTS FROM "HYDROLOGY AND HYDRAULICS STUDY FOR APN 945-OHO-017" PREPARED BY MEDOFER ENGINEERING� INC. DATED AP�L 2, 2007 � X=:. .�r s . san[iaqo36.EDT FILE: santiago36.W5W W 5 P G W - EDIT LISTING - Version 14.06 Date: 4- 3-2007 Time:12:57:37 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y121 Y13) Y(4) Y(51 Y(6) Y(7) Y(8) Y(9) Y(301 CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP CD 1 4 3 3.000 �`�s� CD 2 2 0 .000 5.000 13.000 .00 �-`'�� W S P G W PAGE NO 1 ��^'� WATER SURFACE PROFILE - TITLE CAAD LISTING �,`,p HEADING LINE NO 1 IS - � Santiago Road Improvements � HEADTNG LINE NO 2 IS - . � 36" CMP Culvects " HEADING LINE NO 3 IS - r 24�z : W 5 P G W PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO I IS A SYSTEM OUTLET • ' ' U/S DATA STATION INVERT SECT � W S ELEV ,ji:ie�;; 1000.000 1117.70D 1 1120.700 `.�;';,;. ELEMENT NO 2 IS A REACH • ' ' � U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 3079.140 1118.800 1 .D15 .000 .000 .000 0 ELEMENT NO 3 IS A WALL ENTRANCE • � . U/5 UATA STATION INVERT SECT FP 1079.140 1118.800 2 .500 � ELEMENT NO 4 IS A SYSTEM HEADWORKS • • U/S DATA STATION INVERT SECT W 5 ELEV 1079.140 1118.800 2 1118.800 �s,. ti;r �+.• �;5 i? i"?i.: Page 1 p;; "1 ti' ' , � aN ! � �: r��:� - ° � �i ;i,' I � s , q�� , � � � santiago36.0UT 4 �h'� G FILE: san[iaqo36.W5W W 5 P G W- CIVILDESIGN Version 14.06 PAGE 1 c�' �p��,. Program Package Serial Number: 1648 ,. WATER SURFACE PROFILE LISTING Date: 4- 3-2007 Time:12:57:47 b' ° Santiago Road Improvements 36" CMP Culverts ��y � ��`,;,� ............�.....,,�..�.�..<<..�.�.a�..,..�.,.a...��a�.��.�..a.a....�..a.�.��....�..�,a..ata...�...........r...�.�,..... .�...... � ,�,� , I Invert 1 Dep[h I Wa[er i Q I Vel Vel I Energy � Super ICriticallFlow ToplHeight/IBase Wtl INo w[h i �• Station I Elev I(FT) I Elev I(CFSI 1 fFPS) Head I Grd.El.l Elev I Depth I Width IDia. I.D.I ZL IPrs/Pip ;r: 'I_ _I_ '1' 'I_ 'I' 'I' 'I_ 'I' _1_ _I_ 'I_ _I' 'I_ _I `..,; "', L/Elem ICh Slope I I I I SF Avel HF ISE Op[hlFroude N�NOrm Dp I"N" I X-Fa111 ZR IType Ch -�� '.� ..... --�-" �..... �....... ,,. ; I I I I I I I I I i I I I �E � 1000.000 1117.700 3.OD0 1120.700 245.10 11.56 2.07 1122.77 .00 2.79 .00 3.000 .000 .OD 3 .0 -I- 'I- -I' -I' -I' 'I- -I- -I- 'I- -i' 'I-� 'I' -I' I- � y i('' 79.140 .0139 � .0200 1.SB 3.00 .00 3.00 .015 .00 .00 PIPE ' I I I I . I I I I I I I I I 1079.340 1118.800 3.481 1122.281 295.10 11.56 2,07 1129.36 .00 2.79 .00 3.000 .000 .00 3 .0 � 'I' 'I- -I- 'I- 'I' 'I' -I' 'I- 'I' -I' 'I- -I' -I' I- ,; Y�{'�. WALL ENTRANCE � i n K - I I i I I I 1 I I � 1' 1 I I 1079.140 1118.800 6.390 1125.190 245.10 2.95 .14 1125.33 .00 2.23 13.00 5.000 13.000 .00 0 .0 � g'� - I - '1 - I - 'I 'I - I - '1 '1' 'I - I' 'I' 'I - I' I' �ir': !'S: ��x��.: ; �-' ` k;% ;fi' F:� �;; ,; �� ,,. �, >,, ( Page 1 � I � EXCERPT D : PARCEL MAP NO. 35039 STREET IMPROVEMENT PLANS FOR SANTIAGO � ROAD, SHEET 3 OF 5� BY MEDOFER ENGINEERING, INC. � � EXHIBIT J : STREAM LIMITS OF FLOODING AND SECTION LOCATIONS � ' ,�I . � s- v--� � , �� „� , �,,, , , _ t.:.. - � - � � i g I \' c%[y - /,� f // ;v ��.� . �;`�- -. � . � '"�' v �l�i' �� + =1 � . . � `� ., � , _,,,- �� / ` i�� J I !'�� ,/./� . � j,. . � " - ,i �. �� P( - . � . > J �� . �� !:t � �, s_ � , � �� . ` � � , -'_ �� , �� , a] `��1 � ' � ��„ � ( ��i� � � � � � � ` __ , ;,; _ _ ,�. t - �' I _ - �� ,. ,_; ,, , . . � \ ,� �;,-, � i, :�; i ,. � %' - ,_ _�., ' , _:� � `�, r / `'� , � _.,-- '� � 3 . _ " �t' '�� , ' � �, \ ., i � %'. �, .�� , �.�y,.,' . `—~--- ' PROJECT B4UNDARY '��t, `�-;��, � �� . � '�'� '� „ -' . � _ _ __ _ � , � , � � / ,�_ � �: Ir �� r � �, r-^} \ � � ;� ; �� - _._ , �" � � � � �' �" , ��- _-___ _ .---�.-_1-t--____ �t��t i i __ i c - \,\.`�� / - ,� .��% �j y " ,' � , �., ., �; ' � �� / � � �-- � F t > '�j � t , � � � � �, �� - � � � � � =�� "� (� �� ' � . � � i _. �� ' �� i ) T 1 '� �� . � � , / I_ Ci � � � . �.. ��\ • � �; r � , — _�_ . _ . � � � � �/- , � i` /� f . 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VO� . , " � �'�\� � � ��;�, ��f �� ' . . `---..<<._.,.,� . . � ` . % . . � . � y � ' I ` �G!.,�/ „� � �� \ - STREAM A AND STREAM B � � , � ; �=� \ ,�� -- . ._.: _ � _ � , ; r � . � f f _ � / �c' . �� ;. , �_ � t � t f , t , ,�� , , ---__ G 7 � � .� � . .. �'�, / „ �.� � I ` ,� < < �� -� ?�•.!_ . ' t E' „ �>- � / � `.1 . � /�'" / .�'�\� , � __-. � � � �� ' ( , ��t!" ll �� - �� ``�\�� / /`�` _ r , Z � - 1 , � . ? 1 :'< < , - _ . �r-� i ! _ -..�,, ` ` /, r. a. . , 50� o�HzS.s� ,00. STREAM LIMITS OF FLOODING AND ��ngtn � Co�nitlng, Hnc. � � ,- = 50� SECTION LOCATIONS �`'' aooao coras$uM w.►Y MQRR�TA, CA 9ZSbZ P� 931304.9562 BAR 9513043568 Drawing Name: 0: 0132.05.O8oTentative_Tract._Map❑Engineering[�Hydrology_PlanoExhibitsoSections�ost-project.dwg EXH�BR J Last Opened: Dec 16, 2008 - 3:01pm by jcarver � � EXHIBITS � EXHIBIT A: PRE-PROJECT CONDITION ONSITE UNIT HYDROGRAPH MAP EXHIBIT C: POST-PROJECT CONDITION ONSITE UNIT HYDROGRAPH MAP