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Home My WebLink AboutCT 00-13; TABATA PROPERTY; PRELIMINARY HYDROLOGY REPORT; 1999-09-08PRELIMINARV HYDROLOGY REPORT FOR ZONE 20 POINSETTIA PROPERTIES CARLSBAD, CALIFORNIA CY 00'1:3 BUCCOLA ENGINEERING. INC. PRELIMINARY HYDROLOGY REPORT FOR ZONE 20 POINSETTIA PROPERTIES Carlsbad, Califomia Prepared For: STANDARD PACIFIC OF SAN DIEGO 9335 Chesapeake Drive San Diego, Califomia 92123 (619) 292-2200 Prepared By: BUCCOLA ENGINEERING, INC. 3142 Vista Way, Suite 301 Oceanside, Califomia 92056 (760) 721-2000 (Revised September 8, 1999) (Revised Febmary 24,1999) (Revised December 1,1998) September 2,1998 JN 84-14 Philip D. Buccola Registration Expires 3-31-02 Prepared By: LBR,JD TABLE OF CONTENTS Section 1.0 INTRODUCTION 2.0 EXISTING CONDITION 3.0 DEVELOPED CONDITION 4.0 HYDROLOGY CALCULATIONS 4.1 Detennination of Runoff Coefficient 4.2 Determination of Intensity 4.3 Determination of Areas 4.4 Flood Routing Method 4.5 Hydrology Calculations, Existing & Proposed, 100 yr. Analysis 4.6 Hydrology Calculations, Existing & Proposed, 10 yr. Analysis 5.0 CONCLUSIONS Page 1 LIST OF APENDICES Appendix A. HYDROLOGY A-1 Hydrologic Soil Groups Map - San Diego Coimty Soils Interpretation Study A-2 Rxmoff Coefficients (Rational Method) A-3 Intensity - Duration Design Chart A-4 100 & 10 -Year, 6-Hour Precipitation Isopluvials A-5 100-Year, 24-Hour Precipitation Isopluvials A-6 Urban Areas Overland Time of Flow Curves A-7 Time of Concentration for Natural Watersheds Nomograph A-8 Typical Lot Grading-Time of Concentration A-9 Gutter and Roadway Discharge - Velocity Chart A-10 Hydrology Calculations A-11 Response to City Plancheck Comments (5-25-99) Page 2 LIST OF FIGURES Figure 1. Location Map 2. Master Drainage Plan - Batiquitos Lagoon - Drainage Basin 3. Offsite - Downstream Existing Storm Drain Systems 4. Existing Condition - Preliminary Hydrology Map (Exhibit A) 5. Developed Condition - Preliminary Hydrology Map (Exhibit B) Page 3 SECTION 1 INTRODUCTION This preliminary hydrology report has been prepared to outline the design procedures and calculations used to determine the storm drain facilities required for the onsite improvements for the Zone 20 Poinsettia Properties in the City of Carlsbad, State of Califomia. The project site is zoned L-C, Limited Control, and R-1-10,000, and is located at the southwest comer of Poinsettia Lane and Aviara Parkway intersection. The proposed development shall be in accordance with the City Master Drainage and Storm Water Quality Management Plan. The pre-development and post-development drainage basins, storm drain layout, points of concentration, inlets, outlet points, and other drainage facilities are shown on Exhibits A and B, and are attached at the end of this report. Proposed storm drain improvements shall be designed in accordance with the following reference documents: "Standards" for the Design and Constmction of Public Works Improvements in the Citv OfCarlsbad. dated April 20,1993. Standard Specifications for Public Works Constmction. dated 1994. San Diego Area Regional Standard Drawings, dated March 1995 by the City of San Diego ("Regional Standard Drawings"). Hydrology Manual. Countv of San Diego, dated April 1985 ("County Design Manual"). Handbook of Hydraulics for the Solution of Hydraulic Engineering Problems. Sixth Edition, dated 1976, by Emest F. Brater and Horace Williams King ("King's Handbook"). Page 4 SECTION 2 EXISTING CONDITION The project site is located within the Zone 20 Local Facilities management Plan, Batiquitos lagoon Watershed. The site is westerly of Aviara Parkway, and northerly and southerly of Poinsettia Lane. An existing multi-family development abuts the northwesterly boundary, with existing single-family developments on the north, south, and west boundaries. A natural open space canyon lies adjacent to the easterly boundary. The land is partially developed with agricultural/horticultural operations and is covered with some natural vegetation along the eastem and westem boundaries. The northeriy two-thirds of the site is presently being used as agriculturaLliorticultural farming. The southerly one-third of the site is used by a commercial horticultural grower and for landscape material storage. This portion of the site is heavily covered with commercial greenhouses, paved roadways, and parking areas. For the existing condition, a runoff coefficient of 0.75 was utilized for commercial use in this area. Two existing single-family residences are located on the site. The Tabata residence is located northerly of Poinsettia Lane and the Thompson residence is located south of Poinsettia Lane. Both residences are planned to be retained. Basin T drains to the fte^ast as overiand flow. Runoff collects at an existing 24" RCP crossing under Poinsettia Lane and discharges into the open space area that runs parallel to Aviara Parkway. Per plans by Crosby, Mead and Benton, the proposed QIOO developed flows contributing to this pipe was expected to be 43.1 cfs with 19.3 cfs as natural condition flows. The peak QIOO rate for this basin is estimated to be 10.6 cfs, indicating a significant decrease from earlier anticipated discharge to this pipe. See appendix A-11 for response to plan check comments regarding existing Q's from CMB report. Basins Ul , U2 , and U7 drain westerly as overland flow. Runoff collects at an existing desilting basin with a concrete spillway that discharges the flow onto the existing driveway entrance to the agricultural/commercial access. Flow then travels westeriy within the south curb of Poinsettia Lane to a sump inlet and pipe system located at the intersection of Snapdragon Lane and Poinsettia Lane. The peak QIOO flow is estimated to be 16.0 cfs. Basins IJ3 through U6 drains westeriy as overiand flow. Runoff collects at an existing 27" RCP located within Lot 17 ofthe Sea Pines, Unit 1 single-family development. It is then carried via the existing pipe system in Snapdragon Lane and joins with an existing storm drain system in Poinsettia Lane. The peak QIOO flow rate for this basin is estimated to be 28.5 cfs. Basin V drains southeriy as overiand flow. Runoff is collected in an existing brow ditch at the top of the existing landscaped slopes northeriy of Poinsettia Lane. The flow is then carried through the landscaped area to an existing inlet and 18" storm drain system in Poinsettia Lane. The peak QIOO flow rate is estimated to be 3.1 cfs. Page 5 Basin W drains westeriy as overiand flow. Runoff collects at an existing 24" RCP located within Sea Pines, Unit 1 multi-family development. It is then carried within an existing storm drain system in Briarwood Drive to an existing storm drain system in Batiquitos Drive. The peak QIOO flow rate for this basin is estimated to be 10.4 cfs. Two areas of this basin drains to the northwest and southwest; each has a peak flow rate of 1.6 cfs. The majority of Basin X drains easterly as overland flow to the existing open space area adjacent to Aviara Parkway. Smaller portions of the basin drain northerly towards Poinsettia Lane across landscaped slopes; flow is collected by brow ditches and is carried to an existing inlet and 18" RCP storm drain system in Poinsettia Lane. Some smaller flows discharge directly onto Poinsettia Lane via existing Rose Drive partial roadway improvements. The flow is then carried within the gutter of Poinsettia Lane westeriy to an existing inlet and 21" RCP storm drain system. The combined peak flow rate is 6.1 cfs; 1.1 cfs discharges into the existing inlet upstream of Rose Drive, and 5.0 cfs at the inlet downstream. Basin Y consists of an existing commercial floral grower business. The majority of the basin is heavily covered with plastic greenhouses, paved roadways, and parking areas. Runoff collects in "V" type valley gutters, and flow discharges into Rose Drive via an existing 18" steel pipe along the easteriy side. Flow is then carried wdthin the gutter to an existing C-l inlet and 18" RCP storm drain system at Rose Drive and Daisy Avenue intersection. Because of the commercial use within this basin, a weighted runoff coefficient of 0.75 was used to determine the peak fiow rate of 9.3 cfs. Basin Z consists of overland flows at the upper reach of the basin. Approximately three-quarters of the lower portion of the basin is heavily covered with plastic covered greenhouses, paved roadways, and parking areas. Runoff collects in "V" type valley gutters and discharges into an existing concrete energy dissipater and 27" RCP storm drain system. The peak QIOO flow rate for this basin is estimated to by 67.8 cfs. The capacity ofthe existing 27" RCP at a 3% grade for open channel flow is estimated at 56 cfs, which indicates that at this inlet stmcture there is some detention occurring with an unknown headwater depth. Visual inspection of the inlet stmcture and adjacent stuccoed sound wall along the property line shows water markings on the wall rising approximately 1 foot above the ground level. Page 6 SECTION 3 DEVELOPED CONDITION The proposed improvements to Zone 20 Poinsettia Properties will consist of 253 lots with proposed single-family zoning of R-l-7500 and RDM-Q with PD land use. The proposed development is divided into drainage basins A through I. Basins A, B and H are located northeriy of Poinsettia Lane, and basins C, D, E, F, G and I are southeriy of Poinsettia Lane. Basin A consists of overland and street flows which collect in a pipe system that will discharge into an existing 24""RCP at the westeriy boundary. The existing and proposed QIOO flows at this point of connection vnll be 10.4 cfs and 12.3 cfs respectively. The existing 24" RCP is at 1.0% gradient and under an open channel flow condition with a capacity of 24 cfs. Basin B consists of overland and street flows which collect into a pipe system that will discharge into an existing 24" RCP that crosses under Poinsettia Lane to the open space area southeriy. The existing and developed QIOO flows discharging to this pipe will be 10.6 cfs and 12.6 cfs respectively. Per plans by Crosby, Mead and Benton, the existing 24" RCP was expected to have a developed QIOO of 43.1 cfs and an existing QIOO of 19.1 cfs (refer to Dwg. #286-9B). Basin C consists of overiand and street flows which collect in a pipe system that will discharge into an existing 27" RCP located at approximately the mid-point ofthe westeriy boundary. The existing and proposed QIOO fiows at this point are estimated to be 28.5 cfs and 25.8 cfs respectively resulting in a net decrease of 2.7 cfs. Basin D consists of overiand and street flows which collect in a pipe system that will discharge into an existing 27" RCP located at the southwesteriy boundary. The existing and proposed QIOO flows at this point are estimated to be 67.8 and 53.3 cfs respectively resulting on a net decrease of 14.5 cfs from the existing condition flows. The existing land in this area (see basin Z on existing condition map) has been significantly covered with greenhouses and asphalt paving for many years. (See pages 13a - 13c for a weighted c-value calculation.) The resulting c-value of .75 is appropriate for the existing land use. As requested on first plan check, Q's were generated for the existing basin Z using a c-value of .45 (see plan check response section, appendix A-11) Basin E consists of overiand and street flows that are collected within the street gutter and discharge into existing Rose Drive at the southeriy property line. The existing and proposed QIOO flows are estimated to be 9.3 cfs and 9.0 cfs respectively resulting in a net decrease of 0.3 cfs. Basin F consists of overiand and street flows that discharge directly to Poinsettia Lane. The existing and proposed QIOO flows are estimated to be 5.0 cfs and 8.3 cfs respectively. The net Page 7 24' B-l inlet near the tract boundary (node 706). The proposed 8.3 cfs is completely intercepted and the depth of flow is 0.36'. (The inlet capacity check can be foimd in appendix A-11) Basin G consists of overland and street flows that discharge directly to Alyssum Road. The proposed QIOO flows are estimated to be 8.0 cfs. The existing condition flows for this same basin area consist of existing basins Ul and U2 and U7 with a total peak QIOO flow rate of 16.0 cfs. Under the existing condition, this flow discharges to Poinsettia Lane (see discussion within Section 2). With development, the net decrease will resuh in approximately 6.5 cfs and re-route the developed flows down Alyssum Road to the sump inlet located vvithin Snapdragon Lane at Poinsettia Lane intersection. Existing and developed flows are handled by the same collection system. The re-routing of the developed flows will result in an overall improvement to the present Poinsettia Lane condition and not result in any significant impact to downstream facilities. Basin H consists of overland and street fiows that drain towards the Mariners Point development within Lemon Leaf Drive. The developed QIOO fiow is estimated to be less than 1.0 cfs on either side of the street and are considered to have an insignificant impact on the downstream development. Because of the small size of this basin, it wasn't included in the QIO analysis. Basin Lconsists of overland and street flows which will collect into a pipe system that will discharge flows into an existing brow ditch that flows to the open space area southerly of Poinsettia Lane. The developed QIOO flow is estimated to be 12.1 cfs. The existing condition flows for this same basin area consist of existing Basins XI through X3, totaling a combined peak QIOO flow rate of 15.1 cfs. Two concrete downdrain ditches that are perpendicular to the existing slope serve to handle the existing condition flows. These dovmdrains are proposed to be abandoned for the developed condition with utilization of the existing brow ditch to the north. Capacity of the existing brow ditch is verified in the plan check response section. Appendix A- 11. Page 8 SECTION 5 CONCLUSION The proposed improvements for Zone 20-Poinsettia Properties consists of onsite improvements of public roadways, underground utilities, grading, and installing the necessary drainage systems to convey the 100-year fiow. All pipes shall be reinforced concrete pipe (RCP) with a minimum diameter of 18 inches, unless otherwise noted on plans. The storm drain systems shall be sized to carry the 100-year storm in an underground system without causing damage to the adjacent properties. This Preliminary Hydrology Study is presented to indicate proposed drainage basins, fiow pattems, approximate runoff rates, and storm drain systems necessary to convey the developed 100-year flows. Ultimate sizing of these facilities shall be provided with the final hydrology and engineering drawings for the project development. Page 11 I i Encinitas iego County California RUNOFF COEFFICIENTS (RATIONAL METHOD) LAND USE Undeveloped Residential: A .50 Soil Group B .35 (1) C .40 D .45 .Rural .50 .35 .40 .45 Single Family .40 .45 .50 .55 Multi-Units .45 .50 .60 . 70 Mobile Homes (2) .45 .50 . 55 . 65 Commercial (2) 80% Impervious .70 . 75 .80 . 35 Industrial (2) .80 .85 .90 • .95 90% Impervious .NOTES: (1) Obtain soil group from maps on file with the Department of Sanitat.ion and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil group. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C = 1° X 0.85 = 0.53 87 APPENDIX IX BUCCOLA ^^^'721 2000 ENONEERINS. nc 3142 Vbta Way. Suite 301 • Oceanside. C A 920M MO. CO. B.P. CO 143111 JOB TITLE. CLIENT. JOBNO.. BY .DATE. ^ Tt?r/M- bunny's 1/ BUCCOLA ^^^'721 2000 ENONEERINB. nc. 3142 Vista Wav. Suite 301 • Oceanside. CA 920S4 JOB TITLE. CLIENT. JOBNO.. BY .DATE. NO. CO. B.P. CO 143111 U^e' only BUCCOLA ^^^'721 2000 ENBNEERINB. mc 3142 Vbta Way. Suite 301 • Oceanside. CA 920S4 JOB TITLE. CLIENT. JOBNO.. BY .DATE. NO. CO. B.P. CO 143111 or '_> 2; C3 »—t CO La. o Q I. CO CL Q. <: s-o CO o -a c • m >, u • c i- 01 sz Z3 a-CO (O I/) •r- C CL rs •r- O o e s-o. • s- E .C o s- ^ u. CVJ o a> i- Q r— C5+J O I— c o ••-s-T3 -a C (= 3 •!- o <_> w» OJ (O « • ta c s- 3 •-->> = n -oos; o o +J r— o c s. •I- -a =3 s- c -a c n; >LO JCt •r-+-> > S- to ffl s.. CO 0 f— to 0 -r-.<-> (U u CO 4-> I— r— LO rc i~ S-•r— c ^ <a +J +-> » , -M J- 0 0 (U to r— Ifl "f— •f— C cfl +-> cu +J ••J 4J CD C •1- -C ffl Ifl •4-> CO CL+J -t-» 4-> J= tz •r- 'r-.r— cn •r-~ C7> CJ tr Q. CL => C JZ +J +J +J 3: +J to •<-> «fl CJ 0 cfl 0 •r- OJ •X3 sz sz 0 I— «f-t. I— J= JC < 4-> 4-> +J 0. 0 0 C H- ••-» ., , .....^ OJ ro tn li LOl CVJ .f- o. \a. 4-> CO u >> CJ c: <s: o I— r; II LO a. * -o OJ +J tA 3 CVI c o •r- cn (U 0£ OJ to 0) o o 4-> OJ S- f— CO c: u CL O. <: O +-> CO 6-Hour Precipitation (inches) LOir.io tr^ro. CO vcvi o CVJ tn (Jnoii/saqoUL) ^llSUajui Revised 1/85 APPENDIX XI-A ^1 if— I I-A-7 II-A-4 O cr: UJ C3 C3 >- CO C3 »-• Ui Z >- < a CO Z Lu _! < o o 1/1 c: U. 2 Z O LU O ^ s: CJ I— es Q z < o r> c o O UJ -J OOU. II-A-(3 I 1^ £xa/np/a •• •• ItT/TffM £/otv • JOO //. CoeMc/e/}/ o/ £u/7o//. C • .SO SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL_ APPROVED Z-*'^ V /VP'^/'^vt-r /-r t- 'cv. '17- URBAN AREAS OVERLAND TIME OF FLOW CURVES DATE APPENDIX X-C IV-A-12 I L .—/aaa ^ 900 - 860 - 700 - £0O \ -SOO ^\ -400 -300 •20O —SOO a — 4 ooo 3 ooo —ZOOO £QL[/?r/OA/ Tc .38S 7c --77/7?e of co/7ce/7/ne2.i//o/7 Lsng//} of iva/trrsAed e/Arcf/Ve s/ooe /we (See //ppend/x /•£) ^ /^ /O- \ \ 4- 3— 2- \ \ \ •/OO \ •SO 40 — 30 — ZO O.S- NOTE fFoTMTU^r^^TCRSffiDsl \ ADD TEN MINUTES TO g \ COMPUTED TIME OF CON- H J^ENTRATION- J — /O f/otyrs 4. ^SOOO \—3000 \ \ -200O /SOO — /£0O — /400 /2oa — /ooo — 900 — 800 700 V- 600 -SOO 4d0 — 300 200 \ \ M//Jt//es — 240 /SO /£0 ./OO 80 70 -£0 - SO 40 I— 30 -20 • /8 •/£ ./4 /2 - /O 9 B 7 £ S — 4- — 3 SAN DIEGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DESIGN MANUAL APPROVED /iWi^y-^-^J^^ ma <» NOMOGRAPH FOR DETERMINATION OF TIME OF CONCENTRATION (Tc) FOR NATURAL WATERSHEDS •DATE APPEriDlX X-A TYPICAL LOT GRADING 60' K K 1% H.P. DRAINAGE SWALE 155 MIN. SLOPE BLDG ORIVEWAY K K 100" SIDEWALK •. ' CURBUNE TIME OF CONCENTRATION OFF A TYPICAL LOT: L = 100 ft. So = 1% C = 0.55 FROM APPENDIX A- THE TIME OF CONCENTRATION Tc = 10 min. [ I ( fl I OlSOU^GC ICF.S.) OHZ StOE >0 40 JO REV. 1 CITY OF SAN niFr,n - nPQ|r,M q,imc SHT. NO. GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART h • r . li GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART h • r . li GUTTER AND ROADWAY DISCHARGE-VELOCITY CHART h • r . li QlOO V ************************************************************************ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN T * * * * * ************************************************************************** FILE NAME: G:\8414T.DAT TIME/DATE OF STUDY: 16:44 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.000.031250.16700.01500 2 51.0 39.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 7000.00 TO NODE 7002.00 IS CODE = 21 '-J-*J >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.24(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 307.40 DOWNSTREAM ELEVATION = 289.80 ELEVATION DIFFERENCE = 17.60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.867 SUBAREA RUNOFF(CFS) = 9.22 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 9.22 It **************************************************************************** FLOW PROCESS FROM NODE 7002.00 TO NODE 7002.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.867 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 6.08 TOTAL RUNOFF(CFS) = 10.58 TC(MIN) = 13.24 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 6 .08 TC(MIN.) = 13 .24 PEAK FLOW RATE(CFS) 10 .58 END OF RATIONAL METHOD ANALYSIS 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, Ca 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN'S Ul, U2 & POINSETTIA LANE/'t/yV * * TO SNAPDRAGON LANE * * * ************************************************************************** FILE NAME: G:\8414UA.DAT TIME/DATE OF STUDY: 10:49 7/13/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2,000.031250.16700.01500 2 51.0 39.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2000.00 TO NODE 2002.00 IS CODE = 21 .QL >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.85(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 224.00 ELEVATION DIFFERENCE = 76.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.942 SUBAREA RUNOFF(CFS) = 4.58 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 4.58 **************************************************************************** FLOW PROCESS FROM NODE 2002.00 TO NODE 2002.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR)" = 3.942 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 5.47 SUBAREA RUNOFF(CFS) = 9.70 TOTAL AREA(ACRES) = 8.05 TOTAL RUNOFF(CFS) = 14.28 TC(MIN) = 12.85 **************************************************************************** FLOW PROCESS FROM NODE 2002.00 TO NODE 2005.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAMTFEET) = 224.00 DOWNSTREAM(FEET) = 207.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0497 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 14.28 FLOW VELOCITY(FEET/SEC) = 3.08 FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 14.69 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2005.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2005.00 TO NODE 2010.00 IS CODE = 62 U.7. >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 207.42 DOWNSTREAM ELEVATIONTFEET)" = 185.37 STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 3 9.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 6.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.70 STREET FLOW TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 15.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.439 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 SUBAREA AREA(ACRES) = 0.62 SUBAREA RUNOFF(CFS) = 1.71 TOTAL AREA(ACRES) = 8.67 PEAK FLOW RATE(CFS) = 15.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.47 FLOW VELOCITY(FEET/SEC.) = 6.36 DEPTH*VELOCITY(FT*FT/SEC.) = 2.77 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2010.00 = 1490.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.67 TC(MIN.) = 15.88 PEAK FLOW RATE(CFS) = 15.98 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOBY COMPUTER PROGRAM PACKAGE Re+erence: SAN DIEGO COUNTY FLOOD CON[ROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4!^1A Release Date: 1/09/89 Serial # DEI740 Especially prepared -for: BUCCOLA ENGINEERING .j,.^*.s..j«.**.^*^«.**#***.s.***.4i.#**## DESCRIPTION OF STUDY ************************** * EXISTING BASIN'S U3-U6; REV. 11/21/98 * * * * * ^^^j..ii..ji.********************************************************************* FILE NAME: e414UB.DAT TIME/DATE OF STUDY: 11:32 1--DEC-98 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN.DIEGO HYDROLOGY MANUAL "C"-VALUES USED FLOW PROCESS FROM NODE 2001.00 TO NODE 2003.00 IS CODE = 2 fj^^ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 1O-MINUTES ADDED = 11.37(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION 260.00 ELEVATION DIFFERENCE = 40.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.265 SUBAREA RUNOFF(CFS) ^ 3.70 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) - 3.70 .J!..jt.i^*.^*.i«-*****.S-****#****#*#*************** ******** FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE = 8 (^^^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.265 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA (ACRES) 6.42 SUBAREA RUNOFF (CFS) = 12.32 TOTAL AREA(ACRES) = 8.35 TOTAL"RUNOFF(CFS) = 16.02 TC(MIN) = 11.37 .j<.^5..j<.^(.###*#******************************************************************* FLOW PROCESS FROM NODE 2003.00 TO NODE 2004,00 IS CODE = 5 >>>COMPUTE TRAPEZOIDAL-CHANNEL FL0W<< >>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 260.00 DOWNSTREAM NODE ELEVATION = 204.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL BASE(FEET) = 2,00 "Z" FACTOR = 50.000 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 16,02 FLOW VELOCITY (FEET/SEC) = 3.95 FLOW DEF-TH(FEET) = 0.27 TRAVEL TIME(MIN.) = 2.96 TC(MIN.) = 14,33 **********H<-**************************************************** ************* FLOW PROCESS FROM NODE 2004,00 TO NODE 2004,00 IS CODE = L^lis. •>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,675 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA (ACRES) 0,37 SUBAREA RUNOFF (CFS) = 0.61 TOTAL AREA(ACRES) - 8.72 TOTAL RUNOFF(CFS) = 16,63 TC(MIN) 14.33 ***->:•****#**************************************************«**************** FLOW PROCESS FROM NODE 2004.00 TO NODE 2006,00 IS CODE = 5 >>>>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<< > > > > > TRAVELTIME THRU SUBAREA < < < < < UPSTREAM NODE ELEVATION ^ 204.00 DOWNSTREAM NODE ELEVATION = 196.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL BASE(FEET) = 1,00 "Z" FACTOR = 50.000 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 0,50 CHANNEL FLOW THRU SUBAREA(CFS) = 16.63 FLOW VELOCITY(FEET/SEC) = 3.54 FLOW DEPTH(FEET) = 0.30 TRAVEL TIME(MIN,) = 0.47 TC(MIN,) = 14.80 ************************************************************* FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.599 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 1.37 SUBAREA RUNOFF(CFS) = 2.22 TOTAL AREA(ACRES) = 10.09 TOTAL RUNOFF(CFS) = 18.85 TC(MIN) = 14.80 *.jj.*^(.************************************************************************ FLOW PROCESS FROM NODE 2006.00 TO NODE 2008.00 IS CODE = 3 CMV<i^^X >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 10.7 UPSTREAM NODE ELEVATION = 196.00 DOWNSTREAM NODE ELEVATION = 194.00 FLOWLENGTH(FEET) = 80.00 MANNINGS N = 0.013 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 18.85 TRAVEL TIME(MIN.) = 0.12 TC(MIN,) = 14.92 ^<..^.^;..j(..5(..jt.ji..i<.*#^f..S.**#***#*****************^ FLOW PROCESS FROM NODE 2008.00 TO NODE 2008.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,579 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5300 SUBAFCEA AREA (ACRES) = 5.08 SUBAREA RUNOFF (CFS) = 9.64 TOTAL AREA(ACRES) - 15,17 TOTAL RUNOFF(CFS) = 28.49 TC(MIN) = 14,92 END OF RATIONAL METHOD ANALYSIS 1 I *****************************************#***************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.1A Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING 0. S.UOV * EXISTING BASIN V * 1 #**#»*»**»***»##******•*#*****************»****»#*##****»****»********»*»* •FILE NAME: 8414V.DAT TIME/DATE OF STUDY: 09:50 24-AUG-98 JSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I I 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 |6-H0UR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 LAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED i-************************************************************************* "FLOW PROCESS FROM NODE 6000.00 TO NODE 6002.00 IS CODE = 2 .V_L J r I I >>?>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" URAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.73(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 310.00 UPSTREAM ELEVATION = -307.40 DOWNSTREAM ELEVATION = .300.00 ELEVATION DIFFERENCE = 7.40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.966 UBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 1.95 I *********#**»»****»**»**********#****»********##**##*****»****#*#*****#*#*»# ^LOW PROCESS FROM NODE 6002.00 TO NODE 6004.00 IS CODE = 3 ^'/^Ti *>>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< ^^|20VJ >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< PHCL^^ t I ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 300.00 DOWNSTREAM NODE ELEVATION = 262.00 FLOWLENGTH(FEET) = 335.00 MANNINGS N = 0.015 fESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.95 TRAVEL TIME(MIN.) = 0.61 TC(MIN.) = 13.34 .1. ....... .„„...... FLOW PROCESS FROM NODE 6004.00 TO NODE 6004.00 IS CODE =8 I I >>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY<INCH/HOUR) = 3.848 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.18 TOTAL AREA(ACRES) = 1.77 TOTAL RUNOFF(CFS) = 3.12 TC(MIN) = 13.34 [END OF RATIONAL METHOD ANALYSIS I I I I I I I I t 1 t 1 **#*«»*•*•••«**#**•»•*#»*•«*****«*«»***»»»** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.1A Release Date: 1/09/89 Serial # DE1740 1 Especially prepared for BUCCOLA ENGINEERING F*****»***«**#»*********** DESCRIPTION OF STUDY ************************** * EXISTING BASIN W * S »*****#«********•***************»*****«*»•*#***** I fILE NAME: 8414W.DAT TIME/DATE OF STUDY: 07:50 21-AUG-98 I I I SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 bAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED I********************************************************** FLOW PROCESS FROM NODE 4000.00 TO NODE 4002.00 IS CODE = 2 ] I m. >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I SOIL CLASSIFICATION IS "D" [RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 \ NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 15.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION = 220.00 DOWNSTREAM ELEVATION = 201.00 ELEVATION DIFFERENCE = 19.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.528 UBAREA RUNOFF(CFS) = 4.30 TOTAL AREA(ACRES) = 2.71 TOTAL RUNOFF(CFS) = 4.30 I ***********»#*********##*****»*»**«************#**##****## W="LOW PROCESS FROM NODE 4002.00 TO NODE 4002.00 IS CODE =8 *>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 1^ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.528 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 3.84 SUBAREA RUNOFF(CFS) = 6.10 TOTAL AREA(ACRES) = 6.55 TOTAL RUNOFF(CFS) = 10.40 TC(MIN) = 15.26 END OF RATIONAL METHOD ANALYSIS I****************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.1A Release Date: 1/09/89 Serial # DE1740 I Especially prepared for: BUCCOLA ENGINEERING :*****************#**•*#•* DESCRIPTION OF STUDY »***#*****#*******#******* * EXISTING BASIN W3 * 1 : ****»**#****#***#***»***•**•***#*##*******••*#***»#****• IP ILE NAME: 8414W3.DAT TIME/DATE OF STUDY: 07:50 2i-AUG-98 JSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: i 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = O.Ql AN DIEGO HYDROLOGY MANUAL "C"-VALUES USED #*********************•**#**#******»»*****»**#•********************#•**•» FLOW PROCESS FROM NODE 3000.00 TO NODE 3002.00 IS CODE = 2 I >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" feURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 I NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.07(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 380.00 UPSTREAM ELEVATION = , 240.00 DOWNSTREAM ELEVATION = 212.00 ELEVATION DIFFERENCE = 28.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.105 UBAREA RUNOFF(CFS) = 1.63 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 1.6" :ND OF RATIONAL METHOD ANALYSIS I I **•***••*•*#******•****##***•••*»**•#***#***#•##•#####*** 1 I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.lA Release Date: 1/09/89 Serial # DE1740 m Especially prepared for; BUCCOLA ENGINEERING f#**»»*#********###*#*#*** DESCRIPTION OF STUDY *»*»***#•»#•*•****»#•***** EXISTING BASIN W4 * * * ILE NAME: 8414W4.DAT TIME/DATE OF STUDY: 13:46 21-AUG-98 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I I I I ft 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED > (•*****#*»»*#»*•**•*#*•**»#»•»*****•••••##•*»*###•#•#»#»###^^^^#^^^^^^^^^ FLOW PROCESS FROM NODE 5000.00 TO NODE 5002.00 IS CODE =2 {/O*^ .>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< 'SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 [NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.70(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 400.00 UPSTREAM ELEVATION = 286.00 DOWNSTREAM ELEVATION = 232.00 ELEVATION DIFFERENCE = 54.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.187 UBAREA RUNOFF(CFS) = 1.64 OTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.64 IND OF RATIONAL METHOD ANALYSIS I l*«»**»*»************»***»*#»*****«**»»**-»** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.lA Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING »*********»*********#****» DESCRIPTION OF STUDY »*»***•*******«*•****»**** * EXISTING BASIN Ml * 1 *******••***»*******#*******#•**#****#**#•«»*••*#*»**••***•# tlLE NAME: 8414X1.DAT ^TIME/DATE OF STUDY: 07:51 21-AUG-98 JSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I 11985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 HOUR DURATION PRECIPITATION (INCHES) = 2.750 PECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 LAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED h**************«*******************»****#***##****#*******#^t TLOW PROCESS FROM NODE 1010.00 TO NODE 1020.00 IS CODE = 2 J AL >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" fURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.08(MINUTES) • INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION = 308.50 DOWNSTREAM ELEVATION = .301.00 t ELEVATION DIFFERENCE = 7.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.336 UBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 0.86 IND OF RATIONAL METHOD ANALYSIS I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.lA Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING '****•»#•*****•**••*#••*•* DESCRIPTION OF STUDY *»#•**•**•»*•***##*•***#** * EXISTING BASIN X2 * 1 ILE NAME: 8414X2.DAT TIME/DATE OF STUDY: 07:52 21-AUG-98 SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: I 1985 SAN DIEGO MANUAL CRITERIA t USER SPECIFIED STORM EVENT(YEAR) = 100.00 HOUR DURATION PRECIPITATION (INCHES) = 2.750 PECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 JAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED LOW PROCESS FROM NODE 9000.00 TO NODE 9002.00 IS CODE = 2 __l X2^_ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" rURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.60(MINUTES) • INITIAL SUBAREA FLOW-LENGTH (FEET) = .340.00 UPSTREAM ELEVATION = 305.00 DOWNSTREAM ELEVATION = 294.00 t ELEVATION DIFFERENCE = 11.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.991 UBAREA RUNOFF(CFS) =9.70 TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 9.70 ND OF RATIONAL METHOD ANALYSIS I I I; RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.1A Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING *•****#******••******••** DESCRIPTION OF STUDY ##•***•#**»***#***•*•»**»* EXISTING BASIN X3 * * * • 1 ILE NAME: 8414X3.DAT TIME/DATE OF STUDY: 15:32 25-AUG-98 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA |USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 PECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 PECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 JAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED LOW PROCESS FROM NODE 8000.00 TO NODE 8002.00 IS CODE =2 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< F I OIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.76(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 450.00 • UPSTREAM ELEVATION = -302.00 DOWNSTREAM ELEVATION = 280.00 ELEVATION DIFFERENCE = 22.00 tlOO YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.960 UBAREA RUNOFF(CFS) = 4.47 OTAL AREA(ACRES) = 2.51 TOTAL RUNOFF(CFS) = 4.47 •IND OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, Ca 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN'S X4, X5, & POINSETTIA LANE/XT) * * DOWNSTREAM OF ROSE DR. * * * ************************************************************************** FILE NAME: G:\8414X4.DAT TIME/DATE OF STUDY: 10:26 7/13/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.000.031250.16700.01500 2 51.0 39.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1030.00 TO NODE 1040.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.41(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 290.00 DOWNSTREAM ELEVATION = 2 56.00 ELEVATION DIFFERENCE = 34.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.515 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.02 3<o ***************************************************************************** FLOW PROCESS FROM NODE 1040.00 TO NODE 1050.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 256.00 DOWNSTREAM ELEVATIONTFEET)" = 244.00 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.60 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.48 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET FLOW TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 11.08 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.337 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) = 2.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 FLOW VELOCITY(FEET/SEC.) = 4.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1,28 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1050.00 = 280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1050.00 TO NODE 1060.00 IS CODE =62 ^ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 242.00 DOWNSTREAM ELEVATION"(FEET)" = 207742~~ STREET LENGTH(FEET) = 705.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 51,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 39.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) =8.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.59 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.36 STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 13.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.792 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 2.12 TOTAL AREA (ACRES) = 2.68 PEAK FLOW RATE (CFS) = 4.97-^ END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.51 FLOW VELOCITY(FEET/SEC.) = 4.86 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1060.00 = 985.00 FEET. 21 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.68 TC(MIN.) = 13.64 PEAK FLOW RATE(CFS) = 4.97 END OF RATIONAL METHOD ANALYSIS ***************************** •S(-*#**-J^*#*******#*#*********#***#-**#* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.lA Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING **************•*•******#**•*# DESCRIPTION OF STUDY ************************** * EXISTING BASIN Y - REV. 11/21/98 * * * * * ***********************************•****##•*•*##***##*****#*****### FILE NAME: 8414YA,DAT TIME/DATE OF STUDY: 11:26 21-N0V-9S USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) •= 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.S5 N DIEGO HYDROLOGY MANUAL "C"~VALUES USED ;***************************************** FLOW PROCESS FROM NODE 1060,00 TO NODE 1070.00 IS CODE 2 >>>>>RATIGNAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPEC IFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 NATUF<AL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 13.10(MINUTES) INITIAL SUBAREA FLOW-LENGTH<FEET) = 340.00 UPSTREAM ELEVATION 257.00 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 7.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,893 SUBAREA RUNOFF (CFS) ^- 2,63 TOTAL AREA(ACRES) - 0,90 TOTAL RUNOFF(CFS) - 2.63 •********-J!-****-}t**************#*-S-***#-)t*****#*****# FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.893 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = TC(MIN) = 13.10 9. 34 **************-***-»*****-)t***************»-» -it FLOW PROCESS FROM NODE 1070.00 TO NODE 1080.00 IS CODE = 5 > >>C0MPUTE TRAPEZOIDAL-CHANNEL FLOW<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 250.00 DOWNSTREAM NODE ELEVATION = 210.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNINGS FACTOR = 0.030 MAXIMUM DEPTH (FEET) 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 9.34 FLOW VELOCITY(FEET/SEC) = 3.40 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 2.25 TC(MIN.) = 15.35 U. END OF RATIONAL METHOD ANALYSIS *************#**#**#***-»**#*#******#***#**#**^t^(.*#^e^^^^^.j^*^t^^t^^^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.lA Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING *****************#*#*#**** DESCRIPTION OF STUDY ************************** * EXISTING BASIN Z - REV. 11/21/98 * * * * * FILE NAME: S414ZA.DAT TIME/DATE OF STUDY: 11:15 l-DEC-98 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6~H0UR DURATION PRECIPITATION (INCHES) - 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED ******************************#***#* FLOW PROCESS FROM NODE 1000.00 TO NODE 1002.00 IS CODE = 2 >>>>>RATI0NAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.09(MINUTES) INITIAL SUBAREA FLOW-LENGTH(FEET) = 500.00 UPSTREAM ELEVATION = 296,00 DOWNSTREAM ELEVATION = 234.00 ELEVATION DIFFERENCE - 62,00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 4.100 SUBAREA RUNOFF(CFS) - 6.53 TOTAL AREA (ACRES) 3.54 TOTAL RUNOFF (CFS) = 6.53 ******************.*. FLOW PROCESS FROM NODE 1002.00 TO NODE 1004.00 IS CODE =^ 6 >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 234.00 DOWNSTREAM ELEVATION - 216.00 STREET LENGTH(FEET) = 600.00 CURB HEIGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 13.00 STREET CROSSFALL(DECIMAL) =0,0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 12.79 ***STREETFLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.39 FLOODWIDTH(FEET) = 13.00 FULL HALF-STREET VELOCITY(FEET/SEC.) =4.84 SPLIT DEPTH(FEET) = 0.32 SPLIT FLOODWIDTH(FEET) = 9.77 SPLIT VELOCITY(FEET/SEC.) = 3.76 STREET FLOWDEPTH(FEET) = 0.39 HALFSTREET FLOODWIDTH(FEET) = 13.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.84 PRODUCT OF DEPTH?.A''ELOCITY = 1.87 STREETFLOW TRAVELTIME(MIN) = 2.06 TC(MIN) = 14.15 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.704 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 6.15 SUBAREA RUNOFF(CFS) = 12.53 SUMMED AREA(ACRES) = 9.69 TOTAL RUNOFF(CFS) = 19.06 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOODWIDTH(FEET) = 13.00 FLOW VELOCITY(FEET/SEC.) = 4.92 DEPTH*VELOCITY = 1.95 ************-K******##****.»#*******#*.)t*.)(.*****^^ FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 8 >>>>:•-ADD I TION OF SUBAREA TO MAINLINE PEAK FLQW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.704 *USER SF'ECIFIED (SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,8000 SUBAREA AREA(ACRES) = 6.25 SUBAREA RUNOFF(CFS) = 18.52 TOTAL AREA (ACRES) =^ 15.94 TOTAL RUNOFF (CFS) = 37.58 TC(MIN) 14.15 ***************#***•*•!*••)(-#***.»**#*#* FLOW PROCESS FROM NODE 1004.00 TO NODE 1006.00 IS CODE =•• -7 » ^J:l >>>>>COMPUTE "V" GUTTER FLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 216.00 DOWNSTREAM NODE ELEVATION = 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKtCFEET) =•• 0. 130 PAVEMENT LIP(FEET) = 0.001 MANNINGS N = .0170 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 100 YEAR RAINFALL INTENSITY(INCH/HOUR) ^ 3.471 *USER SPEC IFI ED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 TRAVELTIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC) = 6.67 AVERAGE FLOWDEPTH(FEET) = 0.46 FLOODWIDTH(FEET) = 35.86 ^V" GUTTER FLOW TRAVEL TIME(MIN) = 1.50 TC(MIN) = 15.65 bUBAREA AREA (ACRES) 4,86 SUBAREA RUNOFF (CFS) = 12.65 SUMMED AREA(ACRES) = 20.80 TOTAL RUNOFF(CFS) = 50.23 M-1 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.48 FLOODWIDTH(FEET) = 38.17 FLOW VELOCITY(FEET/SEC.) = 6.75 DEPTH*VELOCITY = 3.26 *************#-***-)fr***-fr*-***###***.!t***##*#*#.it********* FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE =8 2^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.471 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 SUBAREA AREA(ACRES) = 4.07 SUBAREA RUNOFF(CFS) = 10.59 TOTAL AREA(ACRES) = 24.87 TOTAL RUNOFF(CFS) = 60.82 TC(MIN) = 15.65 ************-***##*#******-)t*#*******.)t#**->^.*.5t FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 8 nrz(^_ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.471 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 SUBAREA AREA(ACRES) = 2.67 SUBAREA RUNOFF(CFS) = 6.95 TOTAL AREA(ACRES) = 27.54 TOTAL RUNOFF(CFS) = 67.77 TC(MIN) 15.65 END OF RATIONAL METHOD ANALYSIS 0, 00 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN A * * * * * ************************************************************************** FILE NAME: 8414A.DAT TIME/DATE OF STUDY: 10:10 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.000.031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE =21 - . >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ^ SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 247.10 DOWNSTREAM ELEVATION = 245.70 ELEVATION DIFFERENCE = 1.40 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.714 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.184 SUBAREA RUNOFF(CFS) = 1,13 TOTAL. AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.13 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 108.00 IS CODE =62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< 44- UPSTREAM ELEVATION(FEET) = 245.70 DOWNSTREAM ELEVATION(FEET) = 230.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22 STREET FLOW TRAVEL TIME(MIN.) = 2.80 Tc(MIN.) = 14.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,643 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 5.63 TOTAL AREA(ACRES) = 3.3 0 PEAK FLOW RATE(CFS) = 6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.93 FLOW VELOCITY(FEET/SEC.) = 4.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 740.00 FEET. **************************************************************************^^ FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ^3 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR)" = 3.643 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 4.31 TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFF(CFS) = 11.07 TC(MIN) = 14.52 ***************************************************************^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< __>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET)" = 224.90 DOWNSTREAM"(FEET)'~= 208TOO FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11,07 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 890.00 FEET. ***************************************************************^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 /j^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR)" = 3.619 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 6.18 TOTAL RUNOFF(CFS) = 12.26 TC(MIN) = 14.67 45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.18 TC(MIN.) = 14.67 PEAK FLOW RATE(CFS) = 12.26 END OF RATIONAL METHOD ANALYSIS 4^ **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN B * * * * * ************************************************************************** FILE NAME: 8414B.DAT TIME/DATE OF STUDY: 10:20 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2,000.031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE =21 ^ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 303.00 DOWNSTREAM ELEVATION = 301.20 ELEVATION DIFFERENCE = 1.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.282 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 1.23 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< 4-1 UPSTREAM ELEVATION(FEET) = 301.20 DOWNSTREAM ELEVATION(FEET) = 297.00 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL (DECIMTU^) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.66 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 14.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.677 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.48 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 2.2 0 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.72 FLOW VELOCITY(FEET/SEC,) = 3.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 0^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.677 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.75 SUBAREA RUNOFF(CFS) = 3.54 TOTAL AREA(ACRES) = 2.81 TOTAL RUNOFF(CFS) = 5.74 TC(MIN) = 14.31 **************************************************************************** FLOW PROCESS FROM NODE 2 04,00 TO NODE 2 06.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 290.00 DOWNSTREAM(FEET) = 288.90 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.74 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 14.45 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR)" = 3.654 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 1.73 SUBAREA RUNOFF (CFS) = 3.48 TOTAL AREA(ACRES) = 4.54 TOTAL RUNOFF(CFS) = 9.22 TC(MIN) = 14.45 4-1 *********************************************************************** ***, * * FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< 100~YEAR~RAINFALL INTENS I TYT INCH/HOUR)" = 3.654 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 2.23 TOTAL AREA(ACRES) = 5.65 TOTAL RUNOFF(CFS) = 11.45 TC(MIN) = 14.45 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 210.00 IS CODE =31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ~"ELEVATION~DATA: UPSTREAMTFEETF = 288.90 DOWNSTREAMTFEET) = 286.00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.45 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 14.67 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ""ELEVATION DATA: UPSTREAMTFEET)" = 286.00 DOWNSTREAMTFEET) = 259.40 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 24.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.45 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.72 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TY7 INCH/HOUR)" = 3.611 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 6.38 TOTAL RUNOFF(CFS) = 12.63 TC(MIN) = 14.72 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 6.38 TC(MIN.) = 12 .63 14 .72 II II II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II I II il II il II II II II II II II II II II II II II II II II 11 II 11 II li II \ II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 END OF RATIONAL METHOD ANALYSIS 1 ^9 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN C * * * ************************************************************************** FILE NAME: G:\8414CR.DAT TIME/DATE OF STUDY: 11:35 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) __[^}___ ~~1 "ioTo 2oTo~~ 07018/0.018/0.020 0.67 2.000.031250.16700.01500 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 21 ^- / >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 273.60 DOWNSTREAM ELEVATION = 271.00 ELEVATION DIFFERENCE = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 10.65(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.449 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 0.91 ^0 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312.00 IS CODE = 62 (J-^- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 271.00 DOWNSTREAM ELEVATIONTFEET)" = 266.00 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.26 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 5.22 Tc(MIN.) = 15.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.440 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.74 SUBAREA RUNOFF(CFS) = 5.18 TOTAL AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) = 6.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.37 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 312.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 ^. ^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.440 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 4.3 9 TOTAL RUNOFF(CFS) = 8.51 TC(MIN) = 15.87 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 314.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET) = 260.00 DOWNSTREAM(FEET) = 256.10 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.55 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.51 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 15.93 LONGEST FLOWPATH FROM NODE 3 08.00 TO NODE 314.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = 81 4- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TYT INCH/HOUR)" = 3.431 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 61 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 3.13 SUBAREA RUNOFF (CFS) = 5.91 TOTAL AREA(ACRES) = 7.52 TOTAL RUNOFF(CFS) = 14.42 TC(MIN) =15.93 **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 315.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET) = 256.10 DOWNSTREAMTFEET) = 254.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.07 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.42 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 16.06 LONGEST FLOWPATH FROM NODE 3 08.00 TO NODE 315.00 = 970.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 315.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR)" = 3.413 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 8.76 TOTAL RUNOFF(CFS) = 16.74 TC(MIN) = 16.06 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 316.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 254.00 DOWNSTREAM(FEET) = 244.50 FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.74 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 16.35 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 316.00 = 1190.00 FEET. ******************************** FLOW PROCESS FROM NODE 316.00 TO NODE 318.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET)" = 244.50 DOWNSTREAMTFEET) = 232.50 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.74 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 16.74 LONGEST FLOWPATH FROM NODE 3 08.00 TO NODE 318.00 = 1480.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = ^1 Q-Qp >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TYT INCH/HOUR)" = 3.324 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" 51 I SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 10.86 TOTAL RUNOFF(CFS) = 20.58 TC(MIN) = 16.74 **************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TY7 INCH/HOUR)" = 3.324 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 2.76 TOTAL AREA(ACRES) = 12.37 TOTAL RUNOFF(CFS) = 23.34 TC(MIN) = 16.74 **************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 81 ^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TYT INCH/HOUR)" = 3.324 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 2.05 TOTAL AREA(ACRES) = 13.49 TOTAL RUNOFF(CFS) = 25.39 TC(MIN) = 16.74 **************************************************************************** FLOW PROCESS FROM NODE 318.00 TO NODE 320.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM (FEET) = 232.50 DOWNSTREAM (FEET)" = 210.20 FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12,7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.72 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.39 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 17.08 LONGEST FLOWPATH FROM NODE 3 08.00 TO NODE 320.00 = 1820.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 320.00 TO NODE 322.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 210.20 DOWNSTREAM(FEET) = 200.00 FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.31 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.39 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 17.55 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 322.00 = 2170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 322,00 TO NODE 322,00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TY"( INCH/HOUR)" = 3.224 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 13.70 TOTAL RUNOFF(CFS) = 25.76 TC(MIN) = 17.55 53 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.70 TC(MIN.) = 17.55 PEAK FLOW RATE(CFS) = 25.76 END OF RATIONAL METHOD ANALYSIS 54- **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1,5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN D * * * * * **************************************************^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAME: G:\8414DD,DAT TIME/DATE OF STUDY: 13:23 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0 85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ _^FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 27oOoTo3125oTl670o7oi50o" 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0,50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *******************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 502.00 TO NODE 504.00 IS CODE = 21 __>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT~=~7i500 " SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 257.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 12.23(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.069 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.69 6-5 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 62 /)-^ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 257,00 DOWNSTREAM ELEVATIONTFEET)" = 226.00 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.02 0 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2,15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,26 HALFSTREET FLOOD WIDTH(FEET) = 6.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.79 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99 STREET FLOW TRAVEL TIME(MIN.) = 3.30 Tc(MIN.) = 15.53 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.488 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 3.59 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.57 FLOW VELOCITY(FEET/SEC.) = 4.21 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 506.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TYT INCH/HOUR)" = 3.488 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.59 TOTAL AREA(ACRES) = 6.82 TOTAL RUNOFF(CFS) = 13.18 TC(MIN) =15.53 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 508.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET) = 220.00 DOWNSTREAM (FEET)" = 208.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.18 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 15.71 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 508.00 = 1110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 81 l)^4- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY]INCH/HOUR)^ = 3.462 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 50> SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 1.35 TOTAL AREA(ACRES) = 7.53 TOTAL RUNOFF(CFS) = 14.53 TC(MIN) = 15.71 **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 510.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET) = 208.00 DOWNSTREAM(FEETF = 1957oO FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.53 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 16.54 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 510.00 = 1610.00 FEET. *********************************************************************^*^^^^^ FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOURF = 3.349 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 4.50 SUBAREA RUNOFF(CFS) = 8.29 TOTAL AREA(ACRES) = 12.03 TOTAL RUNOFF(CFS) = 22.82 TC(MIN) = 16.54 ************************************************************^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 /)^^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH7HOUR)"~=~~37349 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.75 SUBAREA RUNOFF(CFS) = 5.07 TOTAL AREA(ACRES) = 14.78 TOTAL RUNOFF(CFS) = 27.89 TC(MIN) = 16.54 ******************************************************^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH7HOUR"=~"37349 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.91 SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 18.69 TOTAL RUNOFF(CFS) = 35,09 TC(MIN) = 16.54 ******************************************************^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 510.00 TO NODE 512.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET)" = 195.00 DOWNSTREAM"(FiiT)"~= 1887oO FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.93 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.09 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 16.85 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 512.00 = 1850.00 FEET. 5^ **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 Jy^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR)^ = 37309 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 4.22 TOTAL AREA(ACRES) = 21.01 TOTAL RUNOFF(CFS) = 39.32 TC(MIN) = 16.85 **************************************************************************** FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.309 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.04 SUBAREA RUNOFF(CFS) = 5.53 TOTAL AREA(ACRES) = 24,05 TOTAL RUNOFF(CFS) = 44.85 TC(MIN) = 16.85 ************************************************************************^^^^ FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 ^-/O >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH7HOUR)"~=~~37309 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 24.97 TOTAL RUNOFF(CFS) = 46.52 TC(MIN) = 16.85 *******************************************************^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 / >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY]INCH/HOUR)" =~~37309 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.06 SUBAREA RUNOFF(CFS) = 5.57 TOTAL AREA(ACRES) = 28.03 TOTAL RUNOFF(CFS) = 52.09 TC(MIN) = 16.85 *******************************************************^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 512.00 TO NODE 514.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 188.00 DOWNSTREAM(FEET) = ~177"68 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.13 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.09 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 16.95 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 514.00 = 1980.00 FEET. *******************************************************^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 514.00 TO NODE 514.00 IS CODE = 81 J)^/^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.297 6S SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 1,32 TOTAL AREA(ACRES) = 28.76 TOTAL RUNOFF(CFS) = 53.42 TC(MIN) = 16.95 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 28.76 TC(MIN.) = 16.95 PEAK FLOW RATE(CFS) 53 .42 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 11 II 11 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II END OF RATIONAL METHOD ANALYSIS 1 59 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, Ca 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN E - REV. 2/23/99 * * * * * ************************************************************************** FILE NAME: G:\8414ER.DAT TIME/DATE OF STUDY: 14:38 2/23/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.000.031250.16700.01500 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 504.00 IS CODE =21 ^..\ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 257.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 12.23(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.069 SUBAREA RUNOFF(CFS) = 0.69 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.69 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 602.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 257.00 DOWNSTREAM ELEVATIONTFEET^ = 214.00 STREET LENGTH(FEET) = 910.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.35 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.04 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43 STREET FLOW TRAVEL TIME(MIN.) = 3.26 Tc(MIN.) = 15.49 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.493 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.79 SUBAREA RUNOFF(CFS) = 7.28 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 7.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.75 FLOW VELOCITY(FEET/SEC.) = 5.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.92 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 602.00 = 1110.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 604.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 214.00 DOWNSTREAM ELEVATION(FEET) = 210.20 STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.02 0 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.23 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.3 9 HALFSTREET FLOOD WIDTH(FEET) =13.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.74 STREET FLOW TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 15.98 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.425 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 4,37 PEAK FLOW RATE(CFS) = 8.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.27 FLOW VELOCITY(FEET/SEC.) = 4.51 DEPTH*VELOCITY(FT*FT/SEC.) = 1.77 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 604.00 = 1240.00 FEET. (A **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ^'A' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR) = 3.425 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 4.65 TOTAL RUNOFF(CFS) = 9.01 TC(MIN) = 15.98 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 4.65 TC(MIN.) = 15.98 PEAK FLOW RATE(CFS) 9.01 1 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, Ca 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN F - REV. 07/12/99 * * * ************************************************************************** FILE NAME: G:\8414FR.DAT TIME/DATE OF STUDY: 15:41 7/12/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION; 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.000.031250.16700.01500 2 51.0 39.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 702.00 IS CODE = 21 p >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 275.60 DOWNSTREAM ELEVATION = 273.80 ELEVATION DIFFERENCE = 1.80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 13.28(MINUTES) 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.858 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.2 9 TOTAL RUNOFF(CFS) = 0.62 **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 704.00 IS CODE = 61 f >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 273.80 DOWNSTREAM ELEVATIONTFEET)" = 242.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.02 0 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.42 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09 STREET FLOW TRAVEL TIME(MIN.) = 2,63 Tc(MIN,) = 15.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.434 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 2.20 PEAK FLOW RATE(CFS) = 4.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.88 FLOW VELOCITY(FEET/SEC.) = 4.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704,00 = 830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704,00 IS CODE = 81 3 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH/HOUR) = 3.434 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 3.3 6 TOTAL RUNOFF(CFS) = 6.41 TC(MIN) = 15.91 ************************************************************^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 704.00 TO NODE 706.00 IS CODE = 62 f'-^' >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 242.00 DOWNSTREAM ELEVATIONTFEET)"= 207742 STREET LENGTH(FEET) = 705.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 39.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.30 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.28 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.86 64 STREET FLOW TRAVEL TIME(MIN.) = 2,23 Tc(MIN,) = 18,14 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.156 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 1.90 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 8.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.85 FLOW VELOCITY(FEET/SEC.) = 5.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 706.00 = 1535.00 FEET, END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4.70 TC(MIN.) = 8.32 18.14 II II II ll II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 1 II 1 II I II II II il II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONfROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.lA Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING ************************** DESCRIPTION OF STUDY ************************** * BASIN G - REV. 11/24/98 * * * * * ************************************************************************** FILE NAME: 8414GR.DAT TIME/DATE OF STUDY: 14:57 2-DEC-98 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 19S5 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 802.00 IS CODE = 2 >>RATIONAL METHOD INITIAL SUBAREA ANALYSIS SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH(FEET) = 190.00 UPSTREAM ELEVATION = 240.80 DOWNSTREAM ELEVATION = 239,80 ELEVATION DIFFERENCE = 1,00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 17.029 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.237 SUBAREA RUNOFF(CFS) = 0.60 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.60 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 804.00 IS CODE = 6 ^•COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 239.80 DOWNSTREAM ELEVATION = 231.00 STREET LENGTH(FEET) = 400.00 CURB HEIGTH(INCHES) = 6. 6'^ STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) =0.0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2,05 STREET FLOWDEPTH(FEET) = 0.28 HALFSTREET FLOODWIDTH(FEET) = 7.57 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.96 PRODUCT OF DEPTH.?. VELOC ITY = 0.82 STREETFLOW TRAVELTIME(MIN) = 2.25 TC(MIN) = 19.28 100 YEAR RAINFALL "INTENSITY(INCH/HOUR) = 3.034 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 2.89 SUMMED AREA(ACRES) = 2.06 TOTAL RUNOFF(CFS) = 3.48 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9,88 FLOW VELOCITY(FEET/SEC.) = 3.18 DEPTH*V£LOCITY = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 8 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.034 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 2.78 TOTAL RUNOFF(CFS) = 4.68 TC(MIN) = 19.28 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 806.00 IS CODE = 6 (^'^ >>>>>C0MPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION 231.00 DOWNSTREAM ELEVATION = 204.00 STREET LENGTH(FEET) = 350.00 CURB HE IGTH(INCHES) = 6. STREET HALFWIDTH(FEET) = 20.00 STREET CROSSFALL(DECIMAL) =0.0200 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 6.S3 STREET FLOWDEPTH(FEET) = 0.32 HALFSTREET FLOODWIDTH(FEET) = 9.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.96 PRODUCT OF DEPTHS.VELOCITY = 1.93 STREETFLOW TRAVELTIME(MIN) = 0.98 TC(MIN) = 20.26 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.939 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 3.68 SUMMED AREA(ACRES) = 5.06 TOTAL RUNOFF(CFS) = 8.37 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOODWIDTH(FEET) = 11.04 FLOW VELOCITY(FEET/SEC,) = 6.26 DEPTH*VELOCITY = 2.17 **********************************************.**..!(•*•*****•***************.****** FLOW PROCESS FROM NODE 806.00 TO NODE 806.00 IS CODE =8 >. >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.939 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1 TOTAL AREA(ACRES) = 5.76 TOTAL RUNOFF(CFS) = 9.50 TC(MIN) = 20.26 END OF RATIONAL METHOD ANALYSIS ^7/ I I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 4.lA Release Date: 1/09/89 Serial # DE1740 Especially prepared for: BUCCOLA ENGINEERING J•»**•*#••»»•***•*••*•»#•*•#*»• DESCRIPTION OF STUDY **»*#**#****»*#******#***# BASIN H * * •* 1 I FILE NAME: 8414H.DAT TIME/DATE OF STUDY: 11:43 21-AUG-98 I 1 I USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 'SPECIFIED MINIMUM PIPE SIZE (INCH) = 18.00 'SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 ISAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED f f-************************************************************************* FLOW PROCESS FROM NODE 220.00 TO NODE 230.00 IS CODE = 2 .H.'i >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< I OIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 [ INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 I UPSTREAM ELEVATION = -308.80 DOWNSTREAM ELEVATION = 307.20 ELEVATION DIFFERENCE = 1.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 12.548 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.002 SUBAREA RUNOFF(CFS) = 0.33 p-QTAL AREA (ACRES) = 0.15 TOTAL RUNOFF (CFS) = 0.33 ***********••»*•**•**•*•*#************************************************ LOW PROCESS FROM NODE 230.00 TO NODE 2-30.00 IS CODE =8 j-J'^- >>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.002 SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.23 TOTAL RUNOFF(CFS) = 0.51 TC(MIN) = 12.55 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver, 1,5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc, 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN I * * * * * *******************************************************************^^^^^^^ FILE NAME: G:\8414I.DAT TIME/DATE OF STUDY: 15:43 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN, TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A),* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT)^ (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 27oOo7o3125o7l670o7oi500~ 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5,0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ***************************************************^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 300.00 TO NODE 302.00 IS CODE = 21 J^'j >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT~="75500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.72(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 303.40 DOWNSTREAM ELEVATION = 3 01.40 ELEVATION DIFFERENCE = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.968 SUBAREA RUNOFF(CFS) = 0.89 TOTAL AREA(ACRES) = 0.41 TOTAL RUNOFF(CFS) = 0.89 10 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 62 J"-^ >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION (FEET)" = 297.00 DOWNSTREAM ELEVATIONTFEET^ = 275.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) =30,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18,50 INSIDE STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL (DECIMiUj) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.68 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.47 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 4.80 Tc(MIN.) = 17.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.227 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 6.90 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 7.80 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,40 HALFSTREET FLOOD WIDTH(FEET) = 13.63 FLOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.57 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 1200.00 FEET. ***************************************************^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 304.00 TO NODE 304.00 IS CODE = 81 /-^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH7HOUR)"~=""37227 ======= SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 4.95 TOTAL AREA(ACRES) = 7.09 TOTAL RUNOFF(CFS) = 12.75 TC(MIN) = 17.52 **********************************************^^^^^^^^^^^^^.^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 304.00 TO NODE 306.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< __>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET)" = 269.00 DOWNSTREAMTFEET)"~= iiiTio FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.08 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.75 PIPE TRAVEL TIME(MIN,) = 0.78 Tc(MIN.) = 18.31 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 1580.00 FEET END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 7.09 TC(MIN.) = 12 . 75 18.31 II 11 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92 056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN T * * QIO STUDY * * * *****************************************************************^*^^^^^^^ FILE NAME: G:\8414TT.DAT TIME/DATE OF STUDY: 16:53 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1,800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT)^ (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o,020 0.67 2.000.03125o7l670o7oi50o" 2 51.0 39.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ****************************************************^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 7000.00 TO NODE 7002.00 IS CODE = 21 -jy f >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.24(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 480.00 UPSTREAM ELEVATION = 3 07.40 DOWNSTREAM ELEVATION = 289.80 ELEVATION DIFFERENCE = 17.60 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.531 SUBAREA RUNOFF(CFS) = 6.04 TOTAL AREA(ACRES) = 5.3 0 TOTAL RUNOFF(CFS) = 6.04 -73- **************************************************************************** FLOW PROCESS FROM NODE 7002.00 TO NODE 7002.00 IS CODE = 81 >»»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITYTlNCH7H0URr = 2.531 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICIATION IS "D" SUBAREA AREA (ACRES) = 0.78 SUBAREA RUNOFF (CFS) = 0.89 TOTAL AREA(ACRES) = 6.08 TOTAL RUNOFF(CFS) = 6.93 TC(MIN) = 13.24 END OF STUDY SUMMARY: TOTAL AREA (ACRES) = 6.08 TC(MIN.) = 13.24 -r-/ PEAK FLOW RATE (CFS) =6.93 // //^ END OF RATIONAL METHOD ANALYSIS 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc, 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN'S Ul, U2 & POINSETTIA LANE * * TO SNAPDRAGON LANE * * QIO STUDY * **********************************************************^^^^^^^^^^^^^^^^ FILE NAME: G:\8414UT.DAT TIME/DATE OF STUDY: 8:28 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ ^^^^ / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.01870.020 0.67 27oOo7o3125o7l670o7oi500~ 2 51.0 39.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0,50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ***********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2000.00 TO NODE 2002.00 IS CODE = 21 (j / >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT~="74500 ====== SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.85(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 700.00 UPSTREAM ELEVATION = 3 00.00 DOWNSTREAM ELEVATION = 224.00 ELEVATION DIFFERENCE = 76.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.580 SUBAREA RUNOFF(CFS) = 3.00 TOTAL AREA(ACRES) = 2.58 TOTAL RUNOFF(CFS) = 3.00 -75- **************************************************************************** FLOW PROCESS FROM NODE 2002.00 TO NODE 2002.00 IS CODE = 81 il'Z^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH7HOUR) = 2.580 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 5.47 SUBAREA RUNOFF(CFS) = 6.35 TOTAL AREA(ACRES) = 8.05 TOTAL RUNOFF(CFS) = 9.35 TC(MIN) = 12.85 **************************************************************************** FLOW PROCESS FROM NODE 2002.00 TO NODE 2005,00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM (FEET)" = 224.00 DOWNSTREAMTFEET)" = 207.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 340.00 CHANNEL SLOPE = 0.0497 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.03 0 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 9.35 FLOW VELOCITY(FEET/SEC) = 2.80 FLOW DEPTH(FEET) = 0.24 TRAVEL TIME(MIN.) = 2.03 Tc(MIN.) = 14.88 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2005.00 = 1040.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2005.00 TO NODE 2010.00 IS CODE =62 // >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 207.42 DOWNSTREAM ELEVATIONTFEiT)"~=""l85737~~ STREET LENGTH(FEET) = 450.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 3 9.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.17 STREET FLOW TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 16.19 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.223 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 SUBAREA AREA(ACRteS) = 0.62 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 8.67 PEAK FLOW RATE(CFS) = 10.45 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.39 HALFSTREET FLOOD WIDTH(FEET) =' 13.00 FLOW VELOCITY(FEET/SEC.) = 5.78 DEPTH*VELOCITY(FT*FT/SEC.) = 2.23 LONGEST FLOWPATH FROM NODE 2000.00 TO NODE 2010.00 = 1490.00 FEET END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 8.67 TC(MIN,) = PEAK FLOW RATE(CFS) = 10.45 16.19 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 11 II 1 II 1 II 1 II il II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II II II II II II II II END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASINS U3-U6 * * QIO STUDY * * * *************************************************************^^^^^^^^^^^^^ FILE NAME: G:\841UBT.DAT TIME/DATE OF STUDY: 14: 5 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0 85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ _^FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000.03125o7l670o7oi500~ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2001.00 TO NODE 2003.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 "^"^ SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.37(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 300,00 DOWNSTREAM ELEVATION = 260.00 ELEVATION DIFFERENCE = 40.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,792 SUBAREA RUNOFF(CFS) = 2,42 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 2.42 ************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2003.00 TO NODE 2003.00 IS CODE = 81 ^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -77' 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.792 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 6.42 SUBAREA RUNOFF(CFS) = 8.07 TOTAL AREA(ACRES) = 8.35 TOTAL RUNOFF(CFS) = 10.49 TC(MIN) =11.37 ***************************************************^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2003.00 TO NODE 2004.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAMTFEET)" = 260.00 DOWNSTREAMTFEET"= 2047oo"" CHANNEL LENGTH THRU SUBAREA(FEET) = 700.00 CHANNEL SLOPE = 0.0800 CHANNEL BASE(FEET) = 2.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0,015 MAXIMUM DEPTH(FEET) = 0.50 CHANNEL FLOW THRU SUBAREA(CFS) = 10.49 FLOW VELOCITY(FEET/SEC) = 5.83 FLOW DEPTH(FEET) = 0.17 TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 13.37 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2004,00 = 1000.00 FEET. **************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2004.00 TO NODE 2004.00 IS CODE = 81 (J-'^ __>>>>>.ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOURP=~"27515 ======== RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.37 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 8.72 TOTAL RUNOFF(CFS) = 10.91 TC(MIN) =13.37 **************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2004.00 TO NODE 2006.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< __^^!;^^^^Y?!^!^'-'-'^^ SUBAREA (EXISTING ELEMENT) <<<<< SJ;?^^= UPSTREAMTFEETr= 2047o0~~DOWNSTREAMTFEETr"=^ CHANNEL LENGTH THRU SUBAREA(FEET) = 100.00 CHANNEL SLOPE = 0.0800 CHANNEL BASE(FEET) = 1.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0 50 CHANNEL FLOW THRU SUBAREA(CFS) = 10 91 FLOW VELOCITY(FEET/SEC) = 6.04 FLOW DEPTH(FEET) = 0 18 TRAVEL TIME(MIN.) = 0,28 Tc(MIN,) =13.65 LONGEST FLOWPATH FROM NODE 2001.00 TO NODE 2006.00 = 1100.00 FEET. *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2006.00 TO NODE 2006.00 IS CODE = 81 __>>>>>-ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR)"~=""57482 ' ================= RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.3 7 SUBAREA RUNOFF(CFS) = 1.53 TOTAL AREA(ACRES) = 10.09 TOTAL RUNOFF(CFS) = 12.44 TC(MIN) =13.65 *******************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 2006.00 TO NODE 2008.00 IS CODE = 31 pi/tt »»>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< ii'iL U/rJCkff^ PIPESIZE (NON-PRESSURE FLOW) ««< ^ ^ DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.44 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 13.78 LONGEST FLOWPATH FROM NODE 2001,00 TO NODE 2008.00 = 1180.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 2008.00 TO NODE 2008.00 IS CODE = 81 / >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR7 = 27466 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICIATION IS "D" SUBAREA AREA(ACRES) = 5.08 SUBAREA RUNOFF(CFS) = 5.64 TOTAL AREA(ACRES) = 15.17 TOTAL RUNOFF(CFS) = 18.07 TC(MIN) =13.78 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 15.17 TC(MIN.) = 13.78 PEAK FLOW RATE(CFS) = 18.07 END OF RATIONAL METHOD ANALYSIS 1 7^ ************************************************************j^j^************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92 056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN V * * QIO STUDY * * * **************************************************************^**^^^^^^^^^ FILENAME: G:\8414VT.DAT TIME/DATE OF STUDY: 8:42 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT)^ (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 27oOo7o3125o7l670o7oi500~ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 6000.00 TO NODE 6002.00 IS CODE = 21 j __>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = '.^500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.73(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 310.00 UPSTREAM ELEVATION = 307.40 DOWNSTREAM ELEVATION = 3 00.00 ELEVATION DIFFERENCE = 7.40 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.596 SUBAREA RUNOFF(CFS) = 1.27 TOTAL AREA(ACRES) = 1.09 TOTAL RUNOFF(CFS) = 1,27 *************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 6002.00 TO NODE 6004.00 IS CODE = 31 ^j^^ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< ^^TtH SO' >»>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAMTFEET) = 300.00 DOWNSTREAM(FEET^ = 262,00 FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8,95 ESTIMATED PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.27 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 13.35 LONGEST FLOWPATH FROM NODE 6000.00 TO NODE 6004.00 = 645.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 6004.00 TO NODE 6004.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENS I TYTINCH7HOUR)" = 2.517 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 1.77 TOTAL RUNOFF(CFS) = 2.04 TC(MIN) = 13.35 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 1.77 TC(MIN.) = 2 .04 13 .35 II II II II II II II II II II II II II II II II II II II II II II II II II II II II il II II II II II II II 11 II 11 II II II II II il II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II i II i II END OF RATIONAL METHOD ANALYSIS 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver, 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN W * * QIO STUDY * * * ******************************************************************^^^^^^^^ FILE NAME: G:\8414WT.DAT TIME/DATE OF STUDY: 9:1 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10,00 6-HOUR DURATION PRECIPITATION (INCHES) = 1,800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2 .000.03125o7l670o7oi500~ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE,* ******************************************************^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 4000.00 TO NODE 4002.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 15.26(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 750.00 UPSTREAM ELEVATION = 220.00 DOWNSTREAM ELEVATION = 201.00 ELEVATION DIFFERENCE = 19,00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.309 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 2.71 TOTAL RUNOFF(CFS) = 2.82 *********************************************************^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 4002.00 TO NODE 4002.00 IS CODE = 81 j^'Z, >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< n 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.309 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.84 SUBAREA RUNOFF(CFS) = 3.99 TOTAL AREA(ACRES) = 6.55 TOTAL RUNOFF(CFS) = 6.81 TC(MIN) = 15.26 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 6.55 TC(MIN.) = 15.26 PEAK FLOW RATE(CFS) 6.81 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN W3 * * QIO STUDY * * * ************************************************************************** FILE NAME: G:\841W3T.DAT TIME/DATE OF STUDY: 9:8 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000.031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************************************^^^^^^^^ FLOW PROCESS FROM NODE 3000.00 TO NODE 3002.00 IS CODE = 21 J/J^h >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.07(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 380.00 UPSTREAM ELEVATION = 240,00 DOWNSTREAM ELEVATION = 212.00 ELEVATION DIFFERENCE = 28,00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.687 SUBAREA RUNOFF(CFS) = 1.06 TOTAL AREA(ACRES) = 0.88 TOTAL RUNOFF(CFS) = 1.06 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.88 TC(MIN.) = 12,07 PEAK FLOW RATE(CFS) = 1.06 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver, 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN W4 * * QIO STUDY * * * ************************************************************************** FILE NAME: G:\841W4T.DAT TIME/DATE OF STUDY: 9:11 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000,031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5000.00 TO NODE 5002.00 IS CODE = 21 J/J^ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.70(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 400.00 UPSTREAM ELEVATION = 286.00 DOWNSTREAM ELEVATION = 232.00 ELEVATION DIFFERENCE = 54.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.740 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.07 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.87 TC(MIN.) = 11.70 PEAK FLOW RATE(CFS) = 1.07 -ft- *********************************************************j^^j^j^^*****^j^j^j^j^j^jl^j^j^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN XI * * QIO STUDY * * * ********************************************************************^^^^^^ FILE NAME: G:\841X1T.DAT TIME/DATE OF STUDY: 9:17 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10,00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000,03125o7l670o7oi50o" GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE,* ****************************************************^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 1010,00 TO NODE 1020,00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11.08(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 308.50 DOWNSTREAM ELEVATION = 301.00 ELEVATION DIFFERENCE = 7.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.838 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.44 TOTAL RUNOFF(CFS) = 0.56 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.44 TC(MIN.) = 11.08 PEAK FLOW RATE(CFS) = 0.56 41- END OF RATIONAL METHOD ANALYSIS ********************************************** j^*j^j^^j^jl,^j^j^^j^^j^j^j^j^j^j^j^j^^j^^j^j^j^j^^^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN X2 * * QIO STUDY * * * *****************************************************^^^^^^^^^^^^^^^^^^^^^ FILE NAME: G:\841X2T.DAT TIME/DATE OF STUDY: 9:21 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10,00 6-HOUR DURATION PRECIPITATION (INCHES) = 1,800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT)^ ^ (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.OOo7o312io7l670o7oi50o" GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 9000.00 TO NODE 9002.00 IS CODE = 21 '^'Jy __>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT ="74500 ===== SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.60(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 305,00 DOWNSTREAM ELEVATION = 2 94.00 ELEVATION DIFFERENCE = 11.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,612 SUBAREA RUNOFF(CFS) = 6,35 __TOTAL AREA(ACRES) = 5.40 TOTAL RUNOFF(CFS) = 6.35 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 5.40 TC(MIN.) = 12.60 PEAK FLOW RATE(CFS) = 6.35 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92 056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN X3 * * QIO STUDY * * * *********************************************************^^^^^^^^^^^^^^^^^ FILE NAME: G:\8414X3.DAT TIME/DATE OF STUDY: 9:28 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0,85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.OOo7o312io7l670o7oiioo" GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ******************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 8000.00 TO NODE 8002.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< X3 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.76(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 450.00 UPSTREAM ELEVATION = 3 02,00 DOWNSTREAM ELEVATION = 280,00 ELEVATION DIFFERENCE = 22.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.592 SUBAREA RUNOFF(CFS) = 2.93 TOTAL^AREA(ACRES) = 2.51 TOTAL RUNOFF(CFS) = 2.93 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.51 TC(MIN.) = 12,76 PEAK FLOW RATE(CFS) = 2.93 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc, 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN'S X4, X5, & POINSETTIA LANE * * DOWNSTREAM OF ROSE DR, * * QIO STUDY * ***********************************************************************^^^ FILE NAME: G:\841X4T,DAT TIME/DATE OF STUDY: 9:51 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10,00 6-HOUR DURATION PRECIPITATION (INCHES) = 1,800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.OOo7o3125o7li70o7oi50o" 2 51.0 39.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE,* ********************************************************^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 1030,00 TO NODE 1040,00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.41(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 2 90.00 DOWNSTREAM ELEVATION = 256.00 ELEVATION DIFFERENCE = 34.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.955 SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.66 91 **************************************************************************** FLOW PROCESS FROM NODE 1040.00 TO NODE 1050.00 IS CODE = 61 y.5. >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDTOm CURB SECTION USED)<<<<< UPSTREAM ELEVATIONTFEETF = 256.00 DOWNSTREAM ELEVATIONTFEET)" = 244,00 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0,020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.21 HALFSTREET FLOOD WIDTH(FEET) = 4.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.20 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 11.12 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.831 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.94 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 1,44 PEAK FLOW RATE(CFS) = 1.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.45 FLOW VELOCITY(FEET/SEC.) = 4,49 DEPTH*VELOCITY(FT*FT/SEC,) = 1.06 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1050.00 = 280.00 FEET. ***************************************************************************, FLOW PROCESS FROM NODE 1050.00 TO NODE 1060.00 IS CODE = 62 f ****** * >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 242,00 DOWNSTREAM ELEVATIONTFEET^ = 207.42 STREET LENGTH(FEET) = 705.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 3 9,50 INSIDE STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0,020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.55 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.11 STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 13.94 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,448 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 2.68 PEAK FLOW RATE(CFS) = 3.23 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.87 FLOW VELOCITY(FEET/SEC.) = 4.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.24 LONGEST FLOWPATH FROM NODE 1030.00 TO NODE 1060.00 = 985.00 FEET. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver, 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN Y * * QIO STUDY * * * ************************************************************************** FILE NAME: G:\8414YT.DAT TIME/DATE OF STUDY: 10:19 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0,85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000.031250.16700.01500~ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *************************************************************^^^^^^^^^.^^^^^^ FLOW PROCESS FROM NODE 1060.00 TO NODE 1070.00 IS CODE =21 y ^ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 13.10(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATION = 257.00 DOWNSTREAM ELEVATION = 250.00 ELEVATION DIFFERENCE = 7.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.548 SUBAREA RUNOFF(CFS) = 1.95 TOTAL AREA(ACRES) = 0.90 TOTAL RUNOFF(CFS) = 1.95 *********************************************************************^^^^^^^ FLOW PROCESS FROM NODE 1070.00 TO NODE 1070.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.548 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.3 0 SUBAREA RUNOFF(CFS) = 4.98 TOTAL AREA(ACRES) = 3.20 TOTAL RUNOFF(CFS) = 6.93 TC(MIN) = 13.10 ***********************************************************^*********^^^^^^^ FLOW PROCESS FROM NODE 1070.00 TO NODE 1080.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAMTFEETF = 250.00 D0WNSTREAMTFEiT7~= 21o720~~ CHANNEL LENGTH THRU SUBAREA(FEET) = 460.00 CHANNEL SLOPE = 0.0865 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 0,50 CHANNEL FLOW THRU SUBAREA(CFS) = 6,93 FLOW VELOCITY(FEET/SEC) = 5,60 FLOW DEPTH(FEET) = 0,16 TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 14.47 ^^LONGEST FLOWPATH FROM NODE 1060.00 TO NODE 1080.00 = 800.00 FEET. END OF STUDY SUMMARY: ============ TOTAL AREA(ACRES) = 3.20 TC(MIN.) = 14.47 PEAK FLOW RATE(CFS) = 6.93 END OF RATIONAL METHOD ANALYSIS 1 ''?5- *************************************************j^^j^^^^********^^j^^j^^j^^^j^^j^j^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1,5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc, 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING BASIN Z * * QIO STUDY * * * ***************************************************^^^^^^^^^^^^^^^^^^^^^^^ FILE NAME: G:\8414ZT.DAT TIME/DATE OF STUDY: 10:30 9/ 9/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10,00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ _(FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o,0187o.020 0.67 2.OOo7o3125o7l670o7oiioO~ GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 100.00 TO NODE 1002.00 IS CODE =21 -^y >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.09(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 296.00 DOWNSTREAM ELEVATION = 234.00 ELEVATION DIFFERENCE = 62.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.684 SUBAREA RUNOFF(CFS) = 4,27 TOTAL AREA(ACRES) = 3,54 TOTAL RUNOFF(CFS) = 4.27 ***********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 1002.00 TO NODE 1004.00 IS CODE =61 2L >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< -9(r >>>>>(STANDARD CURB SECTION USED) <<<<< UPSTREAM ELEVATION(FEET) = 234.00 DOWNSTREAM ELEVATION(FEET) = 216.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 13.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 8.00 INSIDE STREET CROSSFALL(DECIMAL) = 0,020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.78 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.85 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.24 STREET FLOW TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 14.69 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.367 *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 SUBAREA AREA(ACRES) = 6.15 SUBAREA RUNOFF(CFS) = 8.01 TOTAL AREA(ACRES) = 9,69 PEAK FLOW RATE(CFS) = 12,28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0,36 HALFSTREET FLOOD WIDTH(FEET) = 11.59 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1,50 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 1004.00 = 1100.00 FEET. ************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 3 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR)""=~"27367 =========== *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8000 SUBAREA AREA(ACRES) = 6.25 SUBAREA RUNOFF(CFS) = 11.83 TOTAL AREA(ACRES) = 15.94 TOTAL RUNOFF(CFS) = 24.11 TC(MIN) = 14.69 *********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 1004.00 TO NODE 1006.00 IS CODE = 9 "g- — ^UT'^ER FLOW TRAVEL TIME THRU SUBAREA««< UPSTREAM NODE ELEVATIONTFEET^ = 2li7oO ============ DOWNSTREAM NODE ELEVATION(FEET) = 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.130 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0170 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0,50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.211 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 28 14 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6 10 AVERAGE FLOW DEPTH(FEET) = 0.41 FLOOD WIDTH(FEET) = 29 79 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 16 33 SUBAREA AREA(ACRES) = 4.86 SUBAREA RUNOFF(CFS) = 8.06 * RAINFALL INTENSITY IS LESS THAN AREA-AVERAGED Fp; * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 32.17 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = 31.48 FLOW VELOCITY(FEET/SEC.) = 6.27 DEPTH*VELOCITY(FT*FT/SEC) = 2.66 -^7 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 1006.00 = 1700.00 FEET. ************************************************************************** FLOW PROCESS FROM NODE 1006,00 TO NODE 1006,00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7H0UR)" = 2,211 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = ,7500 SUBAREA AREA(ACRES) = 4,07 SUBAREA RUNOFF(CFS) = 6,75 TOTAL AREA(ACRES) = 24.87 TOTAL RUNOFF(CFS) = 38,92 TC(MIN) = 16,33 *********************************************************************4*^**** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENS I TYTINCH7HOUR)" = 2.211 *USER SPECIFIED(SUBAREA): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7500 SUBAREA AREA(ACRES) = 2.67 SUBAREA RUNOFF(CFS) = 4.43 TOTAL AREA(ACRES) = 27.54 TOTAL RUNOFF(CFS) = 43.35 TC(MIN) = 16.33 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 27.54 TC(MIN.) = 43.35 16.33 END OF RATIONAL METHOD ANALYSIS 1 -n **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN A * * ^ * * Qio sruo^ * ************************************************************************** FILE NAME: G:\8414AT,DAT TIME/DATE OF STUDY: 10:43 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0,85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000.031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE,* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 f >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 140.00 UPSTREAM ELEVATION = 247.10 DOWNSTREAM ELEVATION = 245.70 ELEVATION DIFFERENCE = 1.4 0 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 11.714 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.739 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 108.00 IS CODE = 62 fi-Z- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>> (STREET TABLE SECTION # 1 USED) <«« UPSTREAM ELEVATION(FEET) = 245.70 DOWNSTREAM ELEVATION(FEET) = 230.00 STREET LENGTH(FEET) = 600.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.09 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 14.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.360 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.81 SUBAREA RUNOFF(CFS) = 3.65 TOTAL AREA(ACRES) = 3.3 0 PEAK FLOW RATE(CFS) = 4.3 9 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.59 FLOW VELOCITY(FEET/SEC.) = 3.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.29 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 y^-''- 3 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH7HOUR) = 2.360 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 2.79 TOTAL AREA(ACRES) = 5.45 TOTAL RUNOFF(CFS) = 7.18 TC(MIN) = 14.75 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 110.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 224.90 DOWNSTREAM(FEET) = 208.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.18 PIPE TRAVEL TIME(MIN.) = 0,17 Tc(MIN.) = 14.92 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 890.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 4* >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENS I TYTINCH7HOUR)" = 2.343 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 6.18 TOTAL RUNOFF(CFS) = 7,95 TC(MIN) = 14.92 -/of- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.18 TC(MIN.) = 14.92 PEAK FLOW RATE(CFS) = 7.95 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN B * * QIO STUDY * * * *************************************************************** * * ********* FILE NAME: G:\8414BT.DAT TIME/DATE OF STUDY: 10:45 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o,0187o.020 0,67 2.000,031250.16700,01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ^ - / >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 180,00 UPSTREAM ELEVATION = 3 03,00 DOWNSTREAM ELEVATION = 3 01.20 ELEVATION DIFFERENCE = 1,80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 13.282 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.525 SUBAREA RUNOFF(CFS) = 0.81 TOTAL AREA(ACRES) = 0.58 TOTAL RUNOFF(CFS) = 0.81 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62 Q.^Z' >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 301.20 DOWNSTREAM ELEVATION(FEET) = 297,00 STREET LENGTH(FEET) = 180.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 2 0.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.84 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.78 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.69 STREET FLOW TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 14.36 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.401 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 0.48 SUBAREA RUNOFF (CFS) = 0.63 TOTAL AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) = 1.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.91 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY(FT*FT/SEC,) = 0.76 LONGEST FLOWPATH FROM NODE 200,00 TO NODE 204.00 = 360.00 FEET, **************************************************************************** FLOW PROCESS FROM NODE 204,00 TO NODE 204,00 IS CODE = 81 £^ 3 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH7HOUR) = 2.401 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.75 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 2.81 TOTAL RUNOFF(CFS) = 3.75 TC(MIN) = 14.36 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 206.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET^ = 290.00 DOWNSTREAMTFEET) = 288.90 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 6.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.75 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 14.52 LONGEST FLOWPATH FROM NODE 2 00.00 TO NODE 206.00 = 420.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTlNCH7H0URr = 2.385 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1,73 SUBAREA RUNOFF(CFS) = 2,27 TOTAL AREA(ACRES) = 4.54 TOTAL RUNOFF(CFS) = 6.02 TC(MIN) = 14.52 -/04 **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< IO'YEAR RAINFALL INTENSITYTINCH7HOURF = 2.385 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" , ^ ^ SUBAREA AREA(ACRES) = 1.11 SUBAREA RUNOFF(CFS) = 1.46 TOTAL AREA(ACRES) = 5.65 TOTAL RUNOFF(CFS) = 7,48 TC(MIN) = 14,52 **************************************************************************** FLOW PROCESS FROM NODE 206,00 TO NODE 210,00 IS CODE = 31 ^ ^ >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION~DATA: UPSTREAMTFEET)" = 288,90 DOWNSTREAM (FEET) = 286,00 FLOW LENGTH(FEET) = 120.00 MANNING'S N = 0,013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.48 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 14,75 LONGEST FLOWPATH FROM NODE 200,00 TO NODE 210,00 = 540.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE =31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ""iLEVATI0N"DATA7"uPSTREAMTFEETy = 286.00 DOWNSTREAMTFEET)" = 259.40 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 22.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.48 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.81 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 620.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR7 = 2.354 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 6.38 TOTAL RUNOFF(CFS) = 8.25 TC(MIN) =14.81 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 6.38 TC(MIN.) = PEAK FLOW RATE(CFS) = 8.25 14,81 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II I II II II I II II II il II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II END OF RATIONAL METHOD ANALYSIS 1 -/05' ********************************************j^j^^j^j^j^^j^^j^j^j^^j^j^^^j^j^^j^^^^^j^j^j^^^j^^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN C * * QIO STUDY * * * *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FILE NAME: G:\8414CT.DAT TIME/DATE OF STUDY: 11:42 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10,00 6-HOUR DURATION PRECIPITATION (INCHES) = 1,800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0 85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD ^^^^ °F 1°-° "^IN. TO BE ADDED TO THE TIME-OF-CONCENTRATION MANUAL UPPENDIX^X^A? J^'^^^^^^^ COUNTY OF SAN DIEGO HYDROLOGY NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* S^n?M r5SS?irJ?T ??T^^^^"S?T2^^^^^= GUTTER-GEOMETRIES: MANNING ^-^,21^ ^^OSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR ==L / ^^'^ (F*^) (FT) (FT) (FT) (n) 1 on'n 0,01870.018/0.020 0.67" "27oOo7o3125o7l670o7oi50r 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2, (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ^FLOW PROCESS FROM NODE 308.00 TO NODE 310.00 IS CODE = 21 __>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT~= isOO ======== SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 160.00 UPSTREAM ELEVATION = 273.60 DOWNSTREAM ELEVATION = 271.00 ELEVATION DIFFERENCE = 2.60 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 10.65(MINUTES) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.912 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.37 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 312,00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION (FEET)" = 271.00 DOWNSTREAM ELEVATION (FEET) = 266.00 STREET LENGTH(FEET) = 680.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMT^) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2,27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.21 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 5.80 Tc(MIN.) = 16.45 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.200 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.74 SUBAREA RUNOFF(CFS) = 3.31 TOTAL AREA(ACRES) = 3.11 PEAK FLOW RATE(CFS) = 3.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.84 FLOW VELOCITY(FEET/SEC.) = 2.21 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 3 08,00 TO NODE 312.00 = 840.00 FEET. ***************************************************************************^ FLOW PROCESS FROM NODE 312.00 TO NODE 312.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY (INCH7HOUR)" = 2,200 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.28 SUBAREA RUNOFF(CFS) = 1.55 TOTAL AREA(ACRES) = 4.3 9 TOTAL RUNOFF(CFS) = 5,46 TC(MIN) = 16,45 *******************************************************^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 312,00 TO NODE 314.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET)" = 260.00 DOWNSTREAM (FEET)" = 256.10 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 11.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.46 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN,) = 16,52 LONGEST FLOWPATH FROM NODE 308,00 TO NODE 314.00 = 890.00 FEET. ********************************************************************^^^^^^^^ FLOW PROCESS FROM NODE 314.00 TO NODE 314.00 IS CODE = 81 ^-^jt >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY (INCH7HOUR)" = 27l94 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.13 SUBAREA RUNOFF(CFS) = 3.78 TOTAL AREA(ACRES) = 7.52 TOTAL RUNOFF(CFS) = 9.23 TC(MIN) =16.52 ******************************************************^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 314.00 TO NODE 315.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< __>>>»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<«< ELEVATION DATA: UPiTREAMTFEET)" = 256.10~ DOWNSTREAMTFiET)"~= 2547oO FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9,9 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 9,24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.23 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 16.67 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 315.00 = 970,00 FEET, **********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 315,00 TO NODE 315,00 IS CODE = 81 Q^^^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR"=~~27I81 ============== SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.24 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 8.76 TOTAL RUNOFF(CFS) = 10,72 TC(MIN) =16,67 **********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 315.00 TO NODE 316,00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< PIPESIZE (NON-PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAMTFEET"=""~2547OO""DOWNSTREAMTFE^^ FLOW LENGTH(FEET) = 220.00 MANNING'S N = 0 013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.72 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN,) = 16,98 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 316.00 = 1190.00 FEET. *******************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 316.00 TO NODE 318.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<« __!!!^!Y?^^??_??^^^^^~^^'T-'-^'TFD PIPESIZE (NON-PRESSURE FLOW) <<<« ELEVATION DATA: UPSTREAMTFEET)" = 24475O"~DOWNSTREAMTFEET)""= isl'so"""" FLOW LENGTH (FEET) = 290.00 MANNING'S N = 0.013 ^-i^.bU ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.72 PIPE TRAVEL TIME(MIN.) = 0,42 Tc(MIN,) = 17 41 LONGEST FLOWPATH FROM NODE 3 08.00 TO NODE 3i8.00 = 1480.00 FEET, *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -/or 10 YEAR RAINFALL INTENSITY (INCH/HOUR) = 2.121 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 2.45 TOTAL AREA(ACRES) = 10.86 TOTAL RUNOFF(CFS) = 13.17 TC(MIN) = 17.41 *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE =81 >>>>>.ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR)"~="~27I2 1 ==================== SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = 5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 1 76 TOTAL AREA(ACRES) = 12.37 TOTAL RUNOFF(CFS) = 14 93 TC(MIN) =17.41 ^-i.:^^ *************************************^^^*^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 318.00 TO NODE 318.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOURP=""27I21 ==================== SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = 5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.12 SUBAREA RUNOFF(CFS) = 1 31 TOTAL AREA(ACRES) = 13.49 TOTAL RUNOFF(CFS) = 16 24" * * * **************************************^*^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 318.00 TO NODE 320.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< PIPESIZE (NON-PRESSURE FLOW) <<<<< ELEVATION DATA: pSTREAMTFiETr=~~~23275r"DOmSTREAMTFEETr FLOW LENGTH(FEET) = 340.00 MANNING'S N = 0 013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 14,96 ESTIMATED PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES - 1 PIPE-FLOW (CFS) =16,24 - ± PIPE TRAVEL TIME(MIN.) = 0,38 Tc(MIN ) = 17 79 LONGEST FLOWPATH FROM NODE 3 08,00 TO NODE 320.00= 1820.00 FEET. ***********************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ __FL0W PROCESS FROM NODE 320.00 TO NODE 322.00 IS CODE = 31 >»>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA«<<< PIPESIZE (NON-PRESSURE FLOW) ««< ^LEVATION DATA: pSTREAMTFiETr=~""21o72r~DOWNSTREAMTFE^^ FLOW LENGTH(FEET) = 350.00 MANNING'S N = 0 013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.24 PIPE TRAVEL TIME(MIN.) = 0.55 Tc(MIN ) = 18 33 LONGEST FLOWPATH FROM NODE 308.00 TO NODE 322.00 = 2170.00 FEET. ************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 322.00 TO NODE 322.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<< << 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.051 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = 5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.21 SUBAREA RUNOFF(CFS) = 0.24 '/or TOTAL AREA(ACRES) = 13.70 TOTAL RUNOFF(CFS) = 16.48 TC(MIN) = 18.33 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 13.70 TC(MIN.) = 18.33 PEAK FLOW RATE(CFS) = 16.48 END OF RATIONAL METHOD ANALYSIS 1 - //o ************************************************************j^j^^^j^j^j^j^j^j^j^^^^j^j^ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN D * * QIO STUDY * * * ******************************************************^^^^^^^^^^^^^^^^^^^^ FILE NAME: G:\8414DT.DAT TIME/DATE OF STUDY: 13:55 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18,00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0 85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10,0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO^ __ (^"^^ ^^°F / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.01870,020 o767" "27oOo7o312io7l670o7oi50o" 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ^^FLOW PROCESS FROM NODE 502.00 TO NODE 504.00 IS CODE = 21 / __>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICliNT~= 5500 ===== SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 257.00 ELEVATION DIFFERENCE = 3.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 12.23(MINUTES) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.663 SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.45 'I//- *******************************************************^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 257.00 D0WNSTR]iAM"ELEVATI0NTFEiTr"=""2 STREET LENGTH(FEET) = 750.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1 39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) = 5.29 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0 81 STREET FLOW TRAVEL TIME(MIN.) = 3.57 Tc(MIN.) = 15 80 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.258 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1,51 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOOD WIDTH(FEET) = 7 01 FLOW VELOCITY(FEET/SEC.) = 3.82 DEPTH*VELOCITY(FT*FT7SEC ) = 1 02 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 506.00 = 950.00 FEET. **************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ^^FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 IS CODE = 81 ^..3 —SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR)""=""27258 =================== SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = 5500 SOIL CLASSIFICATION IS "D" •^=>^^ SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 6 21 TOTAL^AREA(ACRES) = 6.82 TOTAL RUNOFF(CFS) = 8.54" **************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 506.00 TO NODE 508.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< __!^^^^!!?^!?°_?°'^^^E^"E^'^-'-'^'TFD PIPESIZE (NON-PRESSURE FLOW) ««< ELEVATION DATA: pSTREAMTFEETr"=~""22o7or"DOWNSTREAMTS FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13,37 ESTIMATED PIPE DIAMETER(INCH) = 18,00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =8,54 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN,) = 16,00 LONGEST FLOWPATH FROM NODE 502,00 TO NODE 508,00= 1110.00 FEET. ****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW^PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 81 j^^^ __>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR)"~=~"27240 =================== SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 7.53 TOTAL RUNOFF(CFS) = 9.41 TC(MIN) = 16.00 **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 510.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 208,00 DOWNSTREAM(FEET) = 195,00 FLOW LENGTH(FEET) = 500.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =9.41 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 16.90 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 510.00 = 1610.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 J^^^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTlNCH7H0URr = 2.162 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 4,50 SUBAREA RUNOFF(CFS) = 5.35 TOTAL AREA(ACRES) = 12.03 TOTAL RUNOFF(CFS) = 14.76 TC(MIN) = 16.90 **************************************************************************^^ FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH7HOUR) = 2.162 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 2,75 SUBAREA RUNOFF (CFS) = 3.27 TOTAL AREA(ACRES) = 14.78 TOTAL RUNOFF(CFS) = 18,03 TC(MIN) = 16.90 **********************************************************^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 510.00 TO NODE 510.00 IS CODE =81 7 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH7HOUR) = 2.li2 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.91 SUBAREA RUNOFF(CFS) = 4.65 TOTAL AREA(ACRES) = 18.69 TOTAL RUNOFF(CFS) = 22.68 TC(MIN) = 16.90 ***********************************************************^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 510.00 TO NODE 512.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET) = 195.00 DOWNSTREAM(Fiil" = 188~00 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.75 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.68 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 17,24 -//3' LONGEST FLOWPATH FROM NODE 502.00 TO NODE 512.00 = 1850.00 FEET. *****************************************************^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE =81 ? >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR)"~="~27I34 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.32 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES)' = 21.01 TOTAL RUNOFF(CFS) = 25.41 TC(MIN) =17.24 ***************************************************^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE =81 ' ^ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR)"~=~~27I34 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.04 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 24.05 TOTAL RUNOFF(CFS) = 28.97 TC(MIN) =17.24 ************************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 JQ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH7HOUR) = 27l34 " SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.92 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 24.97 TOTAL RUNOFF(CFS) = 30,05 TC(MIN) =17.24 *********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 512.00 TO NODE 512.00 IS CODE = 81 >»>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< A'. Jl 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.134 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.06 SUBAREA RUNOFF(CFS) = 3.59 TOTAL AREA(ACRES) = 2 8.03 TOTAL RUNOFF(CFS) = 33.65 TC(MIN) =17.24 ********************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 512,00 TO NODE 514.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< ---tl-t}^^'^^ COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ELEVATION DATA: UPSTREAMTFEETF = 188.OO""DOWNSTREAMTFEET7"= 177"68"""" FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC,) = 19,09 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.65 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 17.36 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 514.00 = 1980.00 FEET. *****************************************^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ FLOW PROCESS FROM NODE 514.00 TO NODE 514.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.125 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 28.76 TOTAL RUNOFF(CFS) = 34.50 TC(MIN) = 17.36 END OF STUDY SUMMARY: TOTAL AREA(ACRES) 28.76 TC(MIN.) = 17.36 PEAK FLOW RATE(CFS) 34 .50 11 II il II il II II II il II 11 II II II 1 II il II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN E * * QIO STUDY * * * ************************************************************************** FILE NAME: G:\8414ET.DAT TIME/DATE OF STUDY: 14:12 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30,0 20,0 0,0187o,0187o,020 0,67 2.000.031250.16700.01500 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 504.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 260.00 DOWNSTREAM ELEVATION = 257,00 ELEVATION DIFFERENCE = 3,00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 12,23(MINUTES) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,663 SUBAREA RUNOFF(CFS) = 0,45 TOTAL AREA(ACRES) = 0.31 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 602.00 IS CODE = 62 ^"Z' >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 257.00 DOWNSTREAM ELEVATION(FEET) = 214.00 STREET LENGTH(FEET) = 910.00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 30,00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18,50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.40 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.23 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 15.82 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,256 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.79 SUBAREA RUNOFF(CFS) = 4.70 TOTAL AREA(ACRES) = 4.10 PEAK FLOW RATE(CFS) = 5.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.74 FLOW VELOCITY(FEET/SEC.) = 4.83 DEPTH*VELOCITY(FT*FT/SEC.) = 1.55 LONGEST FLOWPATH FROM NODE 500,00 TO NODE 602,00 = 1110,00 FEET, *******************************************************************^*^^^^^^^ FLOW PROCESS FROM NODE 602.00 TO NODE 604.00 IS CODE = 62 ^"3 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 214.00 DOWNSTREAM ELEVATI0NTFEiTF"=~~2lo72o"~ STREET LENGTH(FEET) = 130.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) =18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) =10.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39 STREET FLOW TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 16.36 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.208 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA (ACRES) = 4.37 PEAK FLOW RATE (CFS) = 5.48 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.07 FLOW VELOCITY(FEET/SEC.) = 4.08 DEPTH*VELOCITY(FT*FT/SEC.) = 1.42 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 604,00 = 1240,00 FEET. '//7 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR7 = 27208 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 4.65 TOTAL RUNOFF(CFS) = 5.82 TC(MIN) = 16.36 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4.65 TC(MIN.) = 5.82 16.36 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II li II 1 II II II 11 II 1 II 11 II 11 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II END OF RATIONAL METHOD ANALYSIS 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN F * * QIO STUDY * * * ************************************************************************** FILE NAME: G:\8414FT.DAT TIME/DATE OF STUDY: 15:10 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2 .000.031250.16700.0150o" 2 51.0 39.5 0.020/0.020/0,020 0.50 1.500.031250.12500.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **********************************************************************^^^^^^ FLOW PROCESS FROM NODE 700.00 TO NODE 702.00 IS CODE = 21 j >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 180.00 UPSTREAM ELEVATION = 275.60 DOWNSTREAM ELEVATION = 273.80 ELEVATION DIFFERENCE = 1,80 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) WITH 0-MINUTES ADDED = 13,28(MINUTES) 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.525 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.2 9 TOTAL RUNOFF(CFS) = 0.40 -//% **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 704.00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 273.80 DOWNSTREAM ELEVATIONTFEET^ = 242.00 STREET LENGTH(FEET) = 650.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) =0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.80 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 16.14 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.228 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA (ACRES) = 2.20 PEAK FLOW RATE (CFS) = 2.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.24 FLOW VELOCITY(FEET/SEC.) = 4.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.16 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704,00 IS CODE = 81 ^-3 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH7HOUR) = 2,228 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1,16 SUBAREA RUNOFF(CFS) = 1.42 TOTAL AREA(ACRES) = 3,36 TOTAL RUNOFF(CFS) = 4.16 TC(MIN) = 16.14 **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 706.00 IS CODE = 62 f.'A >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATION(FEET) = 242,00 DOWNSTREAM ELEVATION(FEET) = 207.42 STREET LENGTH(FEET) = 705,00 CURB HEIGHT(INCHES) = 6,0 STREET HALFWIDTH(FEET) = 51.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 39.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.02 0 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9,35 AVERAGE FLOW VELOCITY(FEET/SEC,) = 4,81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC,) = 1,51 -/to- STREET FLOW TRAVEL TIME(MIN.) = 2.44 Tc(MIN.) = 18.58 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.034 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 4.70 PEAK FLOW RATE(CFS) = 5,39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9,90 FLOW VELOCITY(FEET/SEC,) = 4,91 DEPTH*VELOCITY(FT*FT/SEC,) = 1.59 LONGEST FLOWPATH FROM NODE 700.00 TO NODE 706.00 = 1535.00 FEET, END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 4.70 TC(MIN,) = 5,39 18.58 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II I II II II II II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II II II II II II II II II II II II II II END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver, 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, C:A 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN G * * QIO STUDY * * * ************************************************************************** FILE NAME: G:\8414GT.DAT TIME/DATE OF STUDY: 15:29 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o,020 0.67 2.000.031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ***************************************************************************^ FLOW PROCESS FROM NODE 800.00 TO NODE 802.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT ="75500 SOIL CLASSIFICATION IS "D" INITIAL SUBAREA FLOW-LENGTH = 190.00 UPSTREAM ELEVATION = 240.80 DOWNSTREAM ELEVATION = 23 9,80 ELEVATION DIFFERENCE = 1,00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 16,901 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,162 SUBAREA RUNOFF(CFS) = 0,3 9 TOTAL AREA(ACRES) = 0,33 TOTAL RUNOFF(CFS) = 0.3 9 ***********************************************************************^^^^^ FLOW PROCESS FROM NODE 802.00 TO NODE 804.00 IS CODE = 62 Q-'L >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>»> (STREET TABLE SECTION # 1 USED) <<<« UPSTREAM ELEVATION(FEET) = 239.80 DOWNSTREAM ELEVATION(FEET) = 231.00 STREET LENGTH(FEET) = 400.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20,00 INSIDE STREET CROSSFALL(DECIMAL) = 0,018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0,018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0,02 0 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1,34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0,26 HALFSTREET FLOOD WIDTH(FEET) = 5,72 AVERAGE FLOW VELOCITY(FEET/SEC,) = 2,75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 19.32 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.983 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 1.73 SUBAREA RUNOFF(CFS) = 1.89 TOTAL AREA(ACRES) = 2.06 PEAK FLOW RATE(CFS) = 2.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.97 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 590.00 FEET. **********************************************************************jt***** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 81 t * * * * * 1'?.. >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENS I TYTINCH7HOUR)" = 1.983 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.72 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 2.78 TOTAL RUNOFF(CFS) = 3.06 TC(MIN) = 19.32 *************************************************************************, FLOW PROCESS FROM NODE 804.00 TO NODE 806.00 IS CODE = 62 (I"/f- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 231.00 DOWNSTREAM ELEVATION(FEET) = 204.00 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 3 0.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.71 STREET FLOW TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 20.37 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.917 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.28 SUBAREA RUNOFF(CFS) = 2.40 723 TOTAL AREA(ACRES) = 5.06 PEAK FLOW RATE(CFS) = 5.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.09 FLOW VELOCITY(FEET/SEC.) = 5.87 DEPTH*VELOCITY(FT*FT/SEC.) = 1.91 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 806.00 = 940.00 FEET. ********************************************************************* ** ***** FLOW PROCESS FROM NODE 806.00 TO NODE 806.00 IS CODE = 81 /2-'5' >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENS I TYTINCH7HOUR)" = 1.917 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 5.76 TOTAL RUNOFF(CFS) = 6.21 TC(MIN) =20.37 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 5.76 TC(MIN.) = 6.21 20.37 END OF RATIONAL METHOD ANALYSIS 1 It4 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * BASIN I * * QIO STUDY * * * ************************************************************************** FILE NAME: G:\8414IT.DAT TIME/DATE OF STUDY: 15:47 9/ 8/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000.031250.16700.01500 2 30.0 18.5 0.020/0.020/0.020 0.50 1.500.031250.12500,01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5,0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE,* **************************************************************************** FLOW PROCESS FROM NODE 3 00,00 TO NODE 302,00 IS CODE = 21 J^^ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = ,5500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.72(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 3 03.40 DOWNSTREAM ELEVATION = 301.40 ELEVATION DIFFERENCE = 2,00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2,597 SUBAREA RUNOFF(CFS) = 0,59 TOTAL AREA(ACRES) = 0,41 TOTAL RUNOFF(CFS) = 0,59 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 304.00 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< UPSTREAM ELEVATIONTFEET)" = 297.00 DOWNSTREAM ELEVATIONTFEET^ = 275.00 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) =30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.50 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0,020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2,82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.88 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.11 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 5.37 Tc(MIN.) = 18.09 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.070 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 3.89 SUBAREA RUNOFF(CFS) = 4.43 TOTAL AREA(ACRES) = 4.30 PEAK FLOW RATE(CFS) = 5.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.30 FLOW VELOCITY(FEET/SEC.) = 3.59 DEPTH*VELOCITY(FT*FT/SEC. ) = 1.27 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 304.00 = 1200.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 3 04.00 IS CODE = 81 J^3 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITYTINCH7HOUR[ = 2.070 SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 3.18 TOTAL AREA(ACRES) = 7.09 TOTAL RUNOFF(CFS) = 8.19 TC(MIN) = 18.09 *******************************************************************^^^^^^^^^ FLOW PROCESS FROM NODE 304,00 TO NODE 306,00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAMTFEET)" = 269.00 DOWNSTREAM (FEET)" = 263.30 FLOW LENGTH(FEET) = 380.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.19 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 18.96 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 306.00 = 1580.00 FEET. I I END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 7.09 TC(MIN.) = 18.96 8 .19 II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 11 II il II 11 II 11 II il II 11 II il II il II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II i II i II II II II II END OF RATIONAL METHOD ANALYSIS -/te- ieS/^OA)^^ TV 5-1^^1^ Septembers, 1999 JN 84-14 SUBJECT: POINSETTIA/THOMPSON/TABATA, CT 98-14, TENTATIVE MAP REVIEW RESPONSE TO CITY PLAN CHECK REVIEW OF 5-25-99, HYDROLOGY #1. The C.M.B. study included an area northeast of the project which is now separated with the recent construction of Aviara Parkway to the north. This study showed a total of 20.7 acres draining to the existing 24" storm drain. Our analysis indicates that under current conditions, 6.1 acres contributes 10.6 cfs., and with our future development, 6.4 acres will contribute 12.6 cfs to the 24" storm drain with adequate capacity. Supporting calculations follow in this section.//^s./Z9'/3s) #2. As seen on pages 13a-13c, the weighted runoff coefficients are a result of combining pavement, dirt, and building areas and their associated runoff coefficients. These values are appropriate for the type of surface they represent, i.e. covered greenhouses and pavement, as the existing land use for basins Y & Z (existing map) is not mostly undeveloped. We have applied rural use coefficients for the majority of the remainder ofthe site, but these areas in question are best represented with the weighted values resulting from the greenhouses and pavement. As requested, we provided an analysis of existing basin Z using C=0.45, with a resulting QIOO of(5eL/f^ .\ 44.7 cfs. The QIOO for existing basin Z using the weighted runoff coefficients is 67.8 cfs, and /n^Mo) our developed Q100 for the same discharge point is 53.4 cfs. #3. As seen in the revised calculations, the proposed QIOO contributes 8.3 cfs at the existing 24' b-1 inlet (node 706). The inlet has sufficient capacity per the calculations following in this section. /^J #4. Per the revised map, 1.1 cfs on one side of the street, plus 8.4 cfs from the other side, contribute a total of 9.5 cfs. #5. Calculations for the capacity of the existing brow ditch follow in this section. #6. A Q10 analysis for both existing and proposed conditions is provided in appendix A-10 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, Ca 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF ST * EXISTING AREA UPSTREAM OF EXISTING 24" RCP * UNDER POINSETTIA LANE - PER CMB REPORT r********************************************************************* FILE NAME: G:\8414EX.DAT TIME/DATE OF STUDY: 11:44 7/12/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODETL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000.031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12,92(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 300.00 DOWNSTREAM ELEVATION = 255.00 ELEVATION DIFFERENCE = 45.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.928 SUBAREA RUNOFF(CFS) = 19.45 TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 19,45 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 11.00 TC(MIN.) = 12.92 PEAK FLOW RATE(CFS) =19.45 END OF RATIONAL METHOD ANALYSIS 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, Ca 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ************************** * EXISTING AREA UPSTREAM OF EXISTING 24" RCP * * UNDER POINSETTIA LANE - PER CMB REPORT * * PROPOSED CONDITION * ************************************************************************** FILE NAME: G:\8414PX.DAT TIME/DATE OF STUDY: 13:12 7/12/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD *USER SPECIFIED TIME OF 10.0 MIN. TO BE ADDED TO THE TIME-OF-CONCENTRATION FOR NATURAL WATERSHED DETERMINED BY THE COUNTY OF SAN DIEGO HYDROLOGY MANUAL (APPENDIX X-A).* NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0,0187o.0187o.020 0.67 2,000,031250,16700,01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0,00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6,0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2,00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.92(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 3 00.00 DOWNSTREAM ELEVATION = 255.00 ELEVATION DIFFERENCE = 45.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.928 SUBAREA RUNOFF(CFS) = 3 6.73 TOTAL AREA(ACRES) = 11.00 TOTAL RUNOFF(CFS) = 36.73 END OF STUDY SUMMARY: '/3/- TOTAL AREA(ACRES) = 11.00 TC(MIN.) = 12.92 PEAK FLOW RATE(CFS) = 36.73 END OF RATIONAL METHOD ANALYSIS 1 I I STATE OF CALIFORNIA DEPARTMENT OF WATER RESOURCES 20' 1*69 SAhJ CLEMENTE 26 Ml. ^'^O /// NE \OCEANSIDE 6.6 Ml. (SAN LUIS REY) 17'30" |<73 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6,1 Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc, 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 TIME/DATE OF STUDY: 10:16 7/13/1999 ************************** DESCRIPTION OF STUDY ************************** * EXISTING 24' B-l INLET f/loPOS^ SAS/A) •/^^ * fQ/Z^SLTTlfi L/H^f- -SOtTU S/OS ' * * ^ //OOS 10^ * ************************************************************************** **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< Curb Inlet Capacities are approximated based on the 'Bureau of Public Roads nomograph plots for flowby basins and sump basins, STREETFLOW (CFS) = 8.3 0 ^ J)i^/>ri^ GUTTER FLOWDEPTH (FEET) = 0.3 6'^*^'^' BASIN LOCAL DEPRESSION(FEET) = 0.33 FLOWBY BASIN WIDTH(FEET) =24.00 >>>>CALCULATED BASIN WIDTH FOR TOTAL INTERCEPTION = 24.2 >>>>CALCULATED ESTIMATED INTERCEPTION(CFS) = 8.3 **************************************************************************** HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 TIME/DATE OF STUDY: 11:26 7/12/1999 ************************** DESCRIPTION OF STUDY ************************** * POINSETTIA/THOMPSON PROPERTIES CT 98-14 . , * * BROW DITCH CAPACITY CHECK AT STORM DRAIN OUTLET LOT 8 '7 ^;djL / rJilytf * 12, 1999 ^ i,rOLJd;/ar^ * JN 84-14 JULY 12, 1999 i>rt,uicl^U^ ^ * ***************************************************************'*********** **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< PIPE DIAMETER(FEET) = 2.000 . PIPE SLOPE (FEET/FEET) = 0.0540 ^//?. s/O/^C ^S'4'/' PIPEFLOW(CFS) = 12.10 r ^ MANNINGS FRICTION FACTOR = 0.015000 CRITICAL-DEPTH FLOW INFORMATION: CRITICAL DEPTH(FEET) = 1.25 CRITICAL FLOW AREA(SQUARE FEET) = 2.065 CRITICAL FLOW TOP-WIDTH(FEET) = 1.937 CRITICAL FLOW PRESSURE + MOMENTUM(POUNDS) = 207.35 CRITICAL FLOW VELOCITY(FEET/SEC.) = 5.860 CRITICAL FLOW VELOCITY HEAD(FEET) = 0.53 CRITICAL FLOW HYDRAULIC DEPTH(FEET) = 1.07 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 1.78 NORMAL-DEPTH FLOW INFORMATION: NORMAL DEPTH (FEET) = 0.70 9 A-" f\l/ PLOW AREA(SQUARtJ FEET) = DTT9 ^'^ ^'^ FLOW TOP-WIDTH(FEET) = 1.910 FLOW PRESSURE + MOMENTUM(POUNDS) = 305.52 FLOW VELOCITY(FEET/SEC.) = 12.259 FLOW VELOCITY HEAD(FEET) = 2.334 HYDRAULIC DEPTH(FEET) = 0.52 FROUDE NUMBER = 3.005 SPECIFIC ENERGY(FEET) = 3.04 ****•*•»•••**»••******••»*•***•••••#••**#*#•**##*##•*#*•*#*•******#***•**#**• • HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) Copyright 1982-88 Advanced Engineering Software (aes) Ver. 2.7A Release Date: 6/25/88 Serial # DE1740 I Especially prepared for BUCCOLA ENGINEERING TIME/DATE OF STUDY: 15:.36 18-AUG-98 I ***********##**#*#*******# DESCRIPTION OF STUDY *»»**#**»**********«••**** SEXISTING 27" RCP @ SOUTHERLY INLET » QIOO - CAPACITY OPEN CHANNEL FLOW * * • h********-**-*************************************************************** i-************************************************************************** >2>>PIPEFLOW HYDRAULIC INPUT INFORMATI0N<<<< 1 I PIPE DIAMETER(FEET) = 2.250 FLOWDEPTH(FEET) = 2.200 PIPE SLOPE(FEET/FEET) = 0.0300 MANNINGS FRICTION FACTOR = 0.01-3000 >>>>> NORMAL DEPTH FLOW(CFS) = 56.81 ] I I I NORMAL-DEPTH FLOW INFORMATION: NORMAL DEPTH(FEET) = 2.20 FLOW AREA(SQUARE FEET) = 3.95 FLOW TOP-WIDTH(FEET) = 0.663 FLOW PRESSURE + MOMENTUM(POUNDS) = 1848.76 FLOW VELOCITY(FEET/SEC.) = 14.369 FLOW VELOCITY HEAD(FEET) = 3.206 HYDRAULIC DEPTH(FEET) = 5.96 FROUDE NUMBER = 1.0-37 SPECIFIC ENERGY(FEET) = 5.41 ************************** DESCRIPTION OF STUDY *****•*********•**#****»** JIEXISTING 27" @ NORTHERLY INLET * * QIOO - CAPACITY @ OPEN CHANNEL FLOW * 1 •*****•*•*•*******#**»*******#******************************************** 4y(|»***********************»*»*********************************************** M>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<>>>> NORMAL DEPTH FLOW(CFS) = 32.80 NORMAL-DEPTH FLOW INFORMATION: I I I I NORMAL DEPTH(FEET) = 2.20 FLOW AREA(SQUARE FEET) = 3.95 FLOW TOP-WIDTH(FEET) = 0.663 FLOW PRESSURE + MOMENTUM(POUNDS) = 794.17 FLOW VELOCITY(FEET/SEC.) = 8.296 FLOW VELOCITY HEAD(FEET) = 1.069 HYDRAULIC DEPTH(FEET) = 5.96 FROUDE NUMBER = 0.599 SPECIFIC ENERGY(FEET) = 3.27 *»***********•*#**#******* DESCRIPTION OF STUDY «**»***»*******»••**•**•*» JEXISTING 24" @ TABATA PROPERTY * QIOO - CAPACITY S 1.007. * *************•**•#********••*#•*•***************************#************* Jl************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATI0N<<<>>>> NORMAL DEPTH FLOW(CFS) = 24.31 NORMAL-DEPTH FLOW INFORMATION: I I I NORMAL DEPTH(FEET) = 1.90 FLOW AREA(SQUARE FEET) = 3.08 FLOW TOP-WIDTH(FEET) = 0.872 FLOW PRESSURE + MOMENTUM(POUNDS) = 548.3: FLOW VELOCITY(FEET/SEC.) = 7.885 FLOW VELOCITY HEAD(FEET) = 0.965 HYDRAULIC DEPTH(FEET) = 3.54 FROUDE NUMBER = 0.7-39 SPECIFIC ENERGY(FEET) = 2.87 I I I I I I I CLUB •XIO-R^q^X, 5ITCH- I 24"RCP ;'EARTHv DITCH — 48 "RCP 18'RCP/.097- ^ x-'V8"RCP 36"RCP/0.. o 48"RCP/P..2%- 18"RCP/1.1%-7 18"RCP/1.0%/; 24"RCP , ;V33"'RCR je-RCf^ k^'-'RCI? lr 1 Till •27''RCP/4.8%, { \ r8"RGPj^ 66"C1BP 78"R\ 24"CMP- p"RCPi/0. 60"RCP ^ -8"RCP/2^7. ' , ^ 42"R 60 3e"Rg=/2.0% 0 9T<GP/4.2% y, . / _i •24^gP-hio^ Ap?--, Uj h^'A;i, \V\\ ' 1 :i?;cpyi.i7. ^ yE^ft[S BASIN " Ny^rePv ^ 5150 C><i^'-- DEBRIS B>SIN-- 8AnuUlT0£ LAGOON EX.STORM DRAIN ro ---1 u? 0. 0-) SUBDIVISION BOUNDARY EX. SEWER LEGEND' pHFer NO. ..... ^. ex/sT: seiv£R' • • • • • • :P/?opos£o sewe/^... .. —(^r AH S -^'.V **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1983-98 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, Ca 92056 ^) 721-2»QLQ / Fax 721-2046 *^>-)r9r** *>-*^'* * * * *Tf>-* ****** DESCRIPTION OFS^IITOY ************************** EXISTI^ BASIN Z - WITH 0.45 RUNOFF VALUE ^\ * * * **************************************** ***4-tJ»^^ FILE NAME: G:\8414ZAR.DAT TIME/DATE OF STUDY: 14:25 7/12/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.750 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.85 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.0187o.0187o.020 0.67 2.000.031250.16700.01500 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6,0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1002.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 12.09(MINUTES) INITIAL SUBAREA FLOW-LENGTH = 500.00 UPSTREAM ELEVATION = 296.00 DOWNSTREAM ELEVATION = 234.00 ELEVATION DIFFERENCE = 62.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.100 SUBAREA RUNOFF(CFS) = 6.53 TOTAL AREA(ACRES) = 3.54 TOTAL RUNOFF(CFS) = 6.53 **************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1004,00 IS CODE = 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< UPSTREAM ELEVATION(FEET) = 234,00 DOWNSTREAM ELEVATION(FEET) = 216,00 STREET LENGTH(FEET) = 600,00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 18.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 13.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.02 0 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.59 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.27 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.17 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.47 STREET FLOW TRAVEL TIME(MIN.) = 2.40 Tc(MIN.) = 14.49 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.648 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 6.15 SUBAREA RUNOFF(CFS) = 10.10 TOTAL AREA(ACRES) = 9.69 PEAK FLOW RATE(CFS) = 16.63 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) =0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.10 FLOW VELOCITY(FEET/SEC.) = 4.53 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENS I TYTINCH7HOUR)" = 3.648 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA (ACRES) = 6.25 SUBAREA RUNOFF (CFS) = 10.26 TOTAL AREA(ACRES) = 15.94 TOTAL RUNOFF(CFS) = 26.89 TC(MIN) = 14.49 **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1006.00 IS CODE = 9 >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION(FEET) = 216.00 DOWNSTREAM NODE ELEVATION(FEET) = 186.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 600.00 "V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET) = 0.130 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0170 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02 000 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3,409 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.23 AVERAGE FLOW DEPTH(FEET) = 0.42 FLOOD WIDTH(FEET) = 30,77 "V" GUTTER FLOW TRAVEL TIME(MIN,) = 1.61 Tc(MIN.) = 16,09 SUBAREA AREA(ACRES) = 4.86 SUBAREA RUNOFF(CFS) = 7.46 * RAINFALL INTENSITY IS LESS THAN AREA-AVERAGED Fp; * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. TOTAL AREA(ACRES) = 20.80 PEAK FLOW RATE(CFS) = 34.34 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 32.32 FLOW VELOCITY(FEET/SEC.) = 6.36 DEPTH*VELOCITY(FT*FT/SEC) = 2.75 'in- LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 1700.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH7HOUR7 = 3.409 RURAL DEVELOPMENT RUNOFF COEFFICIENT = ,4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 4,07 SUBAREA RUNOFF(CFS) = 6.24 TOTAL AREA(ACRES) = 24.87 TOTAL RUNOFF(CFS) = 40.59 TC(MIN) = 16.09 **************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITYTINCH7HOUR)" = 3.409 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 2.67 SUBAREA RUNOFF(CFS) = 4.10 TOTAL AREA(ACRES) = 27.54 TOTAL RUNOFF(CFS) = 44.68 TC(MIN) = 16.09 END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 27.54 TC(MIN.) = 44 . 68 16.09 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II 1 II I II II II il II 11 II 11 II 11 II 11 II il II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II 11 II 11 II 11 END OF RATIONAL METHOD ANALYSIS 1 7f3'