The URL can be used to link to this page

2001-7198 G/I - I EN yNEERING SER VICES DEPARTMENT C'Zt�1 Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering January 16, 2003 Attn: Driver Alliant Insurance Services C/o Gulf Insurance Company 1620 5th Avenue San Diego, California 92101 RE: Rossini Park Estates TM 99-230 Grading Permit 7198-G APN 260-281-01 Partial release of security sion Permit 7198-G authorized earthwork, storm dt The Fned Oiler t ondriveway, s Dv is�on has control, all needed to build the described p o ec approved the rough grading. Therefore, a reduction in the security deposit is merited. Performance Bond 4000 BE2616282, in the 11 be kept 31,6 3.000,t ma bis educed by 75% to$32,920.75. The document original w exonerated. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns,please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, ?ja�y mbach Masih Maher e Manager Senior Civil Engineer Financial Services Field Operations CC Jay Lembach,Finance Manager Rossini Park Estates,LLC Debra Geishart File TEL 760-633-2600%FAX 760-633-2627 505 s.Vulcan Avenue, Encinitas,California 92024-3633 TDD 760-633-2700 recycled paper ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects city Of District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering June 8, 2007 Attn: Driver Alliant Insurance Services C/o Gulf Insurance Company 16205 th Avenue San Diego, California 92101 RE: Rossini Park Estates TM 99-230 Grading Permit 7198-G APN 260-281-01 Final release of security Permit 7198-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the grading and finaled the project. Therefore, a full release of the remaining security deposit is merited. Performance Bond 4000 BE2616282, (in the original amount of$131,683.00) and was reduced to $32,920.75, and is hereby released in entirety. The document original is enclosed. Should you have any questions or concerns,please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geisha y Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,FinanceManager Rossini Park Estates Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper NGINEERING SERVICES DEPARTMENT ..� Cityo� Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering August 28, 2007 Attn: Driver Alliant Insurance Services C/o Gulf Insurance Company 16205 1h Avenue San Diego, California 92101 RE: Rossini Park Estates TM 99-230 Improvement Permit 7198-I APN 260-281-01 Final release of security Permit 7198-I authorized public road and pathway improvements, all needed to build the described project. The Field Operations Division has approved the installation of the improvements and finaled the project. Therefore, a full release of the security deposit is merited. Performance Bond 4000 BE2616283, in the amount of$22,398.00, may be released in entirety. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, Debra Geishart/ J Le ach Engineering Technician mance Manager Financial Services Subdivision Engineering CC Jay Lembach,Finance Manager Rossini Park Estates,LLC Debra Geishart File Enc. TEL 760-633-2600 I FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 �� recycled paper gnipes�Dye associates G.Howard Dye,L.S. August 22, 2004 File: EN1121 Principal Mr. Duane Thompson Robert L.Bruckart,P.E. CITY OF ENCINITAS Principal 505 South Vulcan Avenue William A.snipes,P-E. Encinitas, CA 92024-3633 Principal Re: Rossini Park Estates (Grading Plan 7198-G) Dear Mr. Thompson: This letter is to advise you that we have looked at the installation of the keystone retaining wall on the west side of Lot 4. The installation of the wall is an acceptable alternative to the 2:1 slope shown on the approved grading plan. This change will be represented on the record plans at the conclusion of the project. If you have any questions or concerns please contact me. Since rs, I -DYE SOCIATES `4SS. William A. Snipes, P.E. Principal S:ASnipes\IAN I121'v.Letters\Easement Plat.doc civil engineers and land surveyors 8348 Center Drive, Suite G • La Mesa, CA 91942-2910 •619/697-9234• Fax 619/460-2033 ye�Sni P e,5'-D associates G.Howard Dye,L.S. Principal Robert L.Bruckart,P.E. Principal William A.Snipes,P.E. Principal HYDROLOGY & HYDRAULIC CALCULATIONS FOR ROSSINI PARK ESTATES TIM 99-230 Quo a LU N C 504 d EX 3045 ��91F OF C 1�P August 8, 2001 civil engineers and land surveyors 8348 Center Drive, Suite G • La Mesa, CA 91942-2910•619/697-9234• Fax 619/460-2033 ffnipes�B a associates y G.Howard Dye,L.S. Principal Robert L.Bruckart,P.E. = { ,i Principal AJ1 1 5 2001 L',E William A.Snipes,P.E. Principal ENGINLtrtitNG SERU!(;E,^ Q1TY0FEN !NIT- HYDROLOGY & HYDRAULIC CALCULATIONS FOR ROSSINI PARK ESTATES TM 99-230 F No C5 ^' CC UP.6- 5 up CALIF .tom August 8, 2001 civil engineers and land surveyors 8348 Center Drive, Suite G• La Mesa, CA 91942-2910•619/697-9234• Fax 619/460-2033 INTRODUCTION, SUMMARY & CONCLUSIONS PRE-DEVELOPMENT The proposed site is currently vacant. It is bound on the north by recently constructed Warwick Avenue, on the east by a vacant lot and a single-family home, on the south by Sheffield Avenue, which is not constructed and a riparian creek area on the west. The current site discharges to two locations, one is an 18" RCP Storm Drain (North Basin) and the other is a concrete cross gutter (South Basin). The following are the current flows from the site to each point of discharge, in the 100-year storm: NORTH BASIN— 1.43 cfs consisting of 0.66 acres SOUTH BASIN—0.85 cfs consisting of 0.39 acres POST DEVELOPMENT The proposed development of the site is to construct four single-family homes. The proposed development is made up of 3 sub-basins. Sub-Basin A discharges out the driveway into Warwick Avenue, Sub-Basin B discharges to the existing 18" RCP Storm Drain and Sub-Basin C discharges to the concrete cross-gutter. The following are the proposed flows from the site to each point of discharge, in the 100-year storm: SUB-BASIN A—0.27 cfs consisting of 0.12 acres SUB-BASIN B — 1.14 cfs consisting of 0.55 acres SUB-BASIN C—0.83 cfs consisting of 0.36 acres SUMMARY The development of the site results in no net increase in volume of runoff. This is due to the fact that the site is being flattened out somewhat and the lengthening of the time the runoff stays on the site. These changes offset the amount of impervious surfaces being introduced with the development. The off-site runoff was not analyzed for the basin coming down Sheffield Avenue as nothing has changed with the proposed development of the subject site. This also true with the basin for Warwick Avenue, except that the 0.27 cfs of discharge is insignificant in the overall drainage sub-basin. **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1. 5A Release Date: 01/01/99 License ID 1305 Analysis prepared by: Snipes-Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942-2910 Fax (619) 460-2033 Phone (619) 697-9234 ************************** DESCRIPTION OF STUDY ***********+****+*****+*** * • ROSSINI PARK ESTATES • TM 99-230 • PRE—DEVELOPMENT NORTH SUB—BASIN ************************************************************************** FILE NAME: EN1121PN.DAT TIME/DATE OF STUDY: 17 :28 8/ 8/2001 ----------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0. 95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED *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 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101. 00 IS CODE _ ----------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11. 15 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 243.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 136. 43 ELEVATION DIFFERENCE = 33. 57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3. 927 SUBAREA RUNOFF(CFS) = 1. 43 TOTAL AREA(ACRES) = 0. 66 TOTAL RUNOFF(CFS) = 1. 43 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.43 Tc(MIN. ) = 11. 15 TOTAL AREA(ACRES) = 0. 66 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1. 5A Release Date: 01/01/99 License ID 1305 Analysis prepared by: Snipes-Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942-2910 Fax (619) 460-2033 Phone (619) 697-9234 ************************** DESCRIPTION OF STUDY ************************** • ROSSINI PARK ESTATES • TM 99-230 • PRE—DEVELOPMENT SOUTH SUB—BASIN ************************************************************************** FILE NAME: EN1121PS.DAT TIME/DATE OF STUDY: 17 :33 8/ 8/2001 ------------------------------------------- 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 .500 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0. 95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED *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 - FLOW PROCESS FROM NODE 201.00 TO NODE 202. 00 IS CODE = 21 ----------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 92 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 192 .00 UPSTREAM ELEVATION = 173.00 DOWNSTREAM ELEVATION = 143. 11 ELEVATION DIFFERENCE = 29.89 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3. 981 SUBAREA RUNOFF(CFS) = 0. 85 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0. 85 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 0.85 Tc(MIN. ) = 10. 92 TOTAL AREA(ACRES) = 0. 39 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1305 Analysis prepared by: Snipes-Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942-2910 Fax (619) 460-2033 Phone (619) 697-9234 ************************** DESCRIPTION OF STUDY ************************** * • ROSSINI PARK ESTATES • TM 99-230 * • SUB-BASIN A ************************************************************************** FILE NAME: EN1121A.DAT TIME/DATE OF STUDY: 16:30 8/ 8/2001 ----------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------ 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE (INCH) = 4 .00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0. 95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED *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 FLOW PROCESS FROM NODE 1. 00 TO NODE 2.00 IS CODE = 21 ----------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.74 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 75.00 UPSTREAM ELEVATION = 159. 97 DOWNSTREAM ELEVATION = 156.87 ELEVATION DIFFERENCE = 3. 10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 023 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0. 12 TOTAL RUNOFF(CFS) = 0.27 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 0.27 Tc(MIN. ) = 10.74 TOTAL AREA(ACRES) = 0. 12 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-99 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/99 License ID 1305 Analysis prepared by: Snipes-Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942-2910 Fax (619) 460-2033 Phone (619) 697-9234 ************************** DESCRIPTION OF STUDY ************************** * • ROSSINI PARK ESTATES • TM 99-230 • SUB—BASIN B ************************************************************************** FILE NAME: EN1121B.DAT TIME/DATE OF STUDY: 17 : 7 8/ 8/2001 ----------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- � . 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4 .00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0. 95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED *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 FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE _ ----------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = . 6500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 95 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 48 .00 UPSTREAM ELEVATION = 168 . 37 DOWNSTREAM ELEVATION = 167 . 95 ELEVATION DIFFERENCE = 0. 42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3. 972 SUBAREA RUNOFF(CFS) = 0.08 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.08 FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 4 ------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 . 0 INCH PIPE IS 1. 8 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 2. 1 UPSTREAM NODE ELEVATION = 165. 95 DOWNSTREAM NODE ELEVATION = 165.45 FLOWLENGTH(FEET) = 46.50 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.08 TRAVEL TIME (MIN. ) = 0.37 TC (MIN. ) = 11.32 *****************************************+*************************+******** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11.32 RAINFALL INTENSITY (INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.08 **************************************************************************** FLOW PROCESS FROM NODE 14 .00 TO NODE 13. 00 IS CODE = 21 ----------------------------------------------------------- --------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.48 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 30.00 UPSTREAM ELEVATION = 168.20 DOWNSTREAM ELEVATION = 167 . 60 ELEVATION DIFFERENCE = 0. 60 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 .086 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.02 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 -------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.48 RAINFALL INTENSITY(INCH/HR) = 4 .09 TOTAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 08 11. 32 3.888 0. 03 2 0. 02 10.48 4 .086 0. 01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 10 10. 48 4 . 086 2 0. 10 11.32 3. 888 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0. 10 Tc (MIN. ) = 11.32 TOTAL AREA(ACRES) = 0.04 FLOW PROCESS FROM NODE 13.00 TO NODE 16. 00 IS CODE _ ------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 2. 1 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 2 . 1 UPSTREAM NODE ELEVATION = 165. 45 DOWNSTREAM NODE ELEVATION = 165.05 FLOWLENGTH(FEET) = 40. 00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0. 10 TRAVEL TIME(MIN. ) = 0. 32 TC (MIN. ) = 11. 64 FLOW PROCESS FROM NODE 16.00 TO NODE 16. 00 IS CODE = 1 -------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11. 64 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 0.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0. 10 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 21 --------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 48 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 30.00 UPSTREAM ELEVATION = 168 .20 DOWNSTREAM ELEVATION = 167 . 60 ELEVATION DIFFERENCE = 0. 60 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .086 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0. 02 TOTAL RUNOFF(CFS) = 0. 04 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE _ ------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.48 RAINFALL INTENSITY (INCH/HR) = 4 .09 TOTAL STREAM AREA(ACRES) = 0.02 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 10 11. 64 3.819 0. 04 2 0. 04 10. 48 4 .086 0. 02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 14 10. 48 4 .086 2 0. 14 11. 64 3.819 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0. 14 Tc(MIN. ) = 11. 64 TOTAL AREA(ACRES) = 0.06 **************************************************************************** FLOW PROCESS FROM NODE 16.00 TO NODE 17 .00 IS CODE = 4 ------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 1.2 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 6. 8 UPSTREAM NODE ELEVATION = 165.05 DOWNSTREAM NODE ELEVATION = 154 .00 FLOWLENGTH(FEET) = 64 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0. 14 TRAVEL TIME(MIN. ) = 0. 16 TC (MIN. ) = 11.80 _.. **************************************************************************** FLOW PROCESS FROM NODE 17 . 00 TO NODE 17 .00 IS CODE _ ------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11.80 RAINFALL INTENSITY (INCH/HR) = 3.79 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0. 14 **************************************************************************** FLOW PROCESS FROM NODE 18.00 TO NODE 17 .00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = . 6500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.22 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 30.00 UPSTREAM ELEVATION = 163.50 DOWNSTREAM ELEVATION = 159.00 ELEVATION DIFFERENCE = 4 .50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 153 SUBAREA RUNOFF(CFS) = 0. 05 TOTAL AREA(ACRES) = 0. 02 TOTAL RUNOFF(CFS) = 0 . 05 **************************************************************************** FLOW PROCESS FROM NODE 17 .00 TO NODE 17 .00 IS CODE = 1 ----------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.22 RAINFALL INTENSITY(INCH/HR) = 4 .15 TOTAL STREAM AREA(ACRES) = 0.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 14 11.80 3.786 0.06 2 0.05 10.22 4 . 153 0.02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 18 10.22 4 . 153 2 0. 19 11.80 3.786 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 0. 19 TC(MIN. ) = 11.80 TOTAL AREA(ACRES) = 0.08 **************************************************************************** FLOW PROCESS FROM NODE 17 .00 TO NODE 19.00 IS CODE = 4 ---------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.7 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 4 . 1 UPSTREAM NODE ELEVATION = 154 .00 DOWNSTREAM NODE ELEVATION = 150.89 FLOWLENGTH(FEET) = 80.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0. 19 TRAVEL TIME (MIN. ) = 0.33 TWIN. ) = 12. 12 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 --------------------------------------------------- >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 12. 12 RAINFALL INTENSITY (INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 19 **************************************************************************** FLOW PROCESS FROM NODE 20. 00 TO NODE 19.00 IS CODE = 21 ------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.73 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 50.00 UPSTREAM ELEVATION = 154 .83 DOWNSTREAM ELEVATION = 153.89 ELEVATION DIFFERENCE = 0. 94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .024 SUBAREA RUNOFF(CFS) = 0. 18 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0. 18 **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 IS CODE = 1 ----------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.73 RAINFALL INTENSITY(INCH/HR) = 4 .02 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 19 12. 12 3.720 0.08 2 0. 18 10.73 4 .024 0. 08 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 35 10.73 4 .024 2 0. 35 12 . 12 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 0.35 Tc (MIN. ) = 12. 12 TOTAL AREA(ACRES) = 0. 16 **************************************************************************** FLOW PROCESS FROM NODE 19. 00 TO NODE 21.00 IS CODE = 4 --------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6.0 INCH PIPE IS 1.4 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 9. 9 UPSTREAM NODE ELEVATION = 150. 89 DOWNSTREAM NODE ELEVATION = 138 .00 FLOWLENGTH(FEET) = 46. 00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 6. 00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.35 FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 51 ---------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 138 .00 DOWNSTREAM NODE ELEVATION = 137 .00 CHANNEL LENGTH THRU SUBAREA(FEET) = 18 . 00 CHANNEL SLOPE = 0.0556 CHANNEL BASE (FEET) = 5.00 "Z" FACTOR = 2. 000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0. 35 FLOW VELOCITY(FEET/SEC) = 1. 43 FLOW DEPTH(FEET) = 0. 05 TRAVEL TIME(MIN. ) = 0.21 TC(MIN. ) = 12.41 FLOW PROCESS FROM NODE 22.00 TO NODE 22.00 IS CODE = 1 ----------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 12.41 RAINFALL INTENSITY(INCH/HR) = 3. 66 TOTAL STREAM AREA(ACRES) = 0. 16 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.35 FLOW PROCESS FROM NODE 23.00 TO NODE 24 .00 IS CODE = 21 ------------------------------------------------------ >>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11. 66 (MINOTES) INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 156.00 DOWNSTREAM ELEVATION = 155. 10 ELEVATION DIFFERENCE = 0. 90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.815 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0. 13 TOTAL RUNOFF(CFS) = 0.27 FLOW PROCESS FROM NODE 24 .00 TO NODE 25.00 IS CODE _ ------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6.0 INCH PIPE IS 1. 3 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 8 .4 UPSTREAM NODE ELEVATION = 152. 10 DOWNSTREAM NODE ELEVATION = 139. 00 FLOWLENGTH(FEET) = 63.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 6. 00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.27 TRAVEL TIME (MIN. ) = 0. 13 TC(MIN. ) = 11.79 ***************************************************************************+ FLOW PROCESS FROM NODE 25.00 TO NODE 22. 00 IS CODE = 51 ------------------------------------------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 139. 00 DOWNSTREAM NODE ELEVATION = 137 .00 CHANNEL LENGTH THRU SUBAREA(FEET) = 12.00 CHANNEL SLOPE = 0. 1667 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0. 035 MAXIMUM DEPTH(FEET) = 1 .00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.27 FLOW VELOCITY(FEET/SEC) = 1. 61 FLOW DEPTH (FEET) = 0 . 03 TRAVEL TIME (MIN. ) = 0. 12 TC(MIN. ) = 11. 91 **************************************************************************** FLOW PROCESS FROM NODE 22. 00 TO NODE 22.00 IS CODE = 1 ------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 11. 91 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 0. 13 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.27 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0.35 12.41 3. 664 0. 16 2 0.27 11. 91 3.763 0. 13 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 62 11. 91 3.763 2 0. 62 12. 41 3. 664 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 0. 62 Tc (MIN. ) = 12. 41 TOTAL AREA(ACRES) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 26.00 IS CODE = 51 ------------------------------------------------------ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 137 .00 DOWNSTREAM NODE ELEVATION = 136.43 CHANNEL LENGTH THRU SUBAREA(FEET) = 25. 00 CHANNEL SLOPE = 0. 0228 CHANNEL BASE(FEET) = 4 .00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0. 62 FLOW VELOCITY(FEET/SEC) = 1.42 FLOW DEPTH(FEET) = 0. 10 TRAVEL TIME (MIN. ) = 0.29 TC(MIN. ) = 12.71 FLOW PROCESS FROM NODE 26.00 TO NODE 26. 00 IS CODE _ ------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 12.71 RAINFALL INTENSITY(INCH/HR) = 3. 61 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 62 FLOW PROCESS FROM NODE 27 .00 TO NODE 26.00 IS CODE = 21 ------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 67 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 100.00 UPSTREAM ELEVATION = 146.00 DOWNSTREAM ELEVATION = 136. 43 ELEVATION DIFFERENCE = 9.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 040 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.26 TOTAL RUNOFF(CFS) = 0. 58 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26. 00 IS CODE = 1 -------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10. 67 RAINFALL INTENSITY(INCH/HR) = 4 .04 TOTAL STREAM AREA(ACRES) = 0.26 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.58 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 62 12.71 3. 609 0.29 2 0. 58 10. 67 4 .040 0.26 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 1. 13 10. 67 4 . 040 2 1. 14 12.71 3. 609 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 1. 14 Tc (MIN. ) = 12.71 TOTAL AREA(ACRES) = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 28 .00 IS CODE = 4 ----------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 18 .0 INCH PIPE IS 2 .3 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 8 . 6 UPSTREAM NODE ELEVATION = 136. 43 DOWNSTREAM NODE ELEVATION = 132.80 FLOWLENGTH(FEET) = 36. 00 MANNING'S N = 0. 013 GIVEN PIPE DIAMETER(INCH) = 18 . 00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1. 14 TRAVEL TIME (MIN. ) = 0. 07 TC (MIN. ) = 12.78 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 1. 14 TO MIN. ) = 12.78 TOTAL AREA(ACRES) = 0. 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 1982-99 Advanced Engineering Software (aes) Ver. 1. 5A Release Date: 01/01/99 License ID 1305 Analysis prepared by: Snipes-Dye Associates 8348 Center Drive, Suite G La Mesa, CA 91942-2910 Fax (619) 460-2033 Phone (619) 697-9234 ************************** DESCRIPTION OF STUDY ************************** * • ROSSINI PARK ESTATES * • TM 99-230 * • SUB-BASIN C ************************************************************************** FILE NAME: EN1121C.DAT TIME/DATE OF STUDY: 8 : 8 8/ 9/2001 ------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT (YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4 .00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0. 95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED *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 FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 40 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 20. 00 UPSTREAM ELEVATION = 165.50 DOWNSTREAM ELEVATION = 165.20 ELEVATION DIFFERENCE = 0.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 108 SUBAREA RUNOFF(CFS) = 0. 05 TOTAL AREA(ACRES) = 0. 02 TOTAL RUNOFF(CFS) = 0. 05 FLOW PROCESS FROM NODE 52.00 TO NODE 53. 00 IS CODE = 4 --------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 1.2 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 2.2 UPSTREAM NODE ELEVATION = 163.70 DOWNSTREAM NODE ELEVATION = 163.22 FLOWLENGTH (FEET) = 24 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 . 00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.05 TRAVEL TIME(MIN. ) = 0. 18 TC(MIN. ) = 10.58 FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 1 ------------------------------------------------ >>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 10. 58 RAINFALL INTENSITY(INCH/HR) = 4 . 06 TOTAL STREAM AREA(ACRES) = 0. 02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.05 ************************************************************************ * FLOW PROCESS FROM NODE 54 .00 TO NODE 55.00 IS CODE = 21 ------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.35 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 20.00 UPSTREAM ELEVATION = 165. 50 DOWNSTREAM ELEVATION = 165. 10 ELEVATION DIFFERENCE = 0. 40 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 . 119 SUBAREA RUNOFF(CFS) = 0. 02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.02 **************************************************************************** FLOW PROCESS FROM NODE 55.00 TO NODE 53.00 IS CODE = 4 ----------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 0.7 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 2. 3 UPSTREAM NODE ELEVATION = 163. 60 DOWNSTREAM NODE ELEVATION = 163.22 FLOWLENGTH(FEET) = 8 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.02 TRAVEL TIME (MIN. ) = 0.06 TC (MIN. ) = 10.41 FLOW PROCESS FROM NODE 53.00 TO NODE 53.00 IS CODE = 1 ----------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.41 RAINFALL INTENSITY(INCH/HR) = 4 . 10 TOTAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 05 10.58 4 .062 0. 02 2 0.02 10. 41 4 . 104 0. 01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 07 10. 41 4 .104 2 0.07 10.58 4 .062 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0. 07 Tc(MIN. ) = 10.58 TOTAL AREA(ACRES) = 0.03 **************************************************************************** FLOW PROCESS FROM NODE 53.00 TO NODE 56.00 IS CODE = 4 ------------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 1.4 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 2 . 4 UPSTREAM NODE ELEVATION = 163.22 DOWNSTREAM NODE ELEVATION = 162. 30 FLOWLENGTH(FEET) = 45.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.07 TRAVEL TIME (MIN. ) = 0. 31 TC (MIN. ) = 10.89 FLOW PROCESS FROM NODE 56. 00 TO NODE 56.00 IS CODE = 1 ------------------------------------------------ --------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 10. 89 RAINFALL INTENSITY(INCH/HR) = 3. 99 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.07 FLOW PROCESS FROM NODE 57 .00 TO NODE 56.00 IS CODE = 21 ------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS«<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.58 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 28.00 UPSTREAM ELEVATION = 165. 50 DOWNSTREAM ELEVATION = 165.20 ELEVATION DIFFERENCE = 0.30 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 .061 SUBAREA RUNOFF(CFS) = 0. 09 TOTAL AREA(ACRES) = 0. 03 TOTAL RUNOFF(CFS) = 0. 09 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 56.00 IS CODE = 1 -------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.58 RAINFALL INTENSITY(INCH/HR) = 4 .06 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.09 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 07 10.89 3. 988 0. 03 2 0.09 10. 58 4 .061 0. 03 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 15 10.58 4 .061 2 0. 15 10. 89 3. 988 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 0. 15 Tc(MIN. ) = 10.58 TOTAL AREA(ACRES) = 0.06 **************************************************************************** FLOW PROCESS FROM NODE 56.00 TO NODE 58 .00 IS CODE = 4 --------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 2.2 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 3. 1 UPSTREAM NODE ELEVATION = 162 . 30 DOWNSTREAM NODE ELEVATION = 160. 90 FLOWLENGTH(FEET) = 68 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0. 15 TRAVEL TIME (MIN. ) = 0.36 TC (MIN. ) = 10. 95 FLOW PROCESS FROM NODE 58.00 TO NODE 58 .00 IS CODE = 1 ------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 10. 95 RAINFALL INTENSITY(INCH/HR) = 3. 97 TOTAL STREAM AREA(ACRES) = 0.06 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 15 ************************k **********+** ********************************** FLOW PROCESS FROM NODE 59.00 TO NODE 58 . 00 IS CODE = 21 ------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.74 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 41. 00 UPSTREAM ELEVATION = 165.50 DOWNSTREAM ELEVATION = 165.00 ELEVATION DIFFERENCE = 0.50 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 .022 SUBAREA RUNOFF(CFS) = 0. 04 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0. 04 **************************************************************************** M FLOW PROCESS FROM NODE 58.00 TO NODE 58 .00 IS CODE = 1 -------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.74 RAINFALL INTENSITY(INCH/HR) = 4 .02 TOTAL STREAM AREA(ACRES) = 0.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 15 10. 95 3. 973 0.06 2 0. 04 10.74 4 .022 0. 02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 19 10.74 4 .022 2 0.20 10. 95 3. 973 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.20 Tc(MIN. ) = 10. 95 TOTAL AREA(ACRES) = 0.08 **************************************************************************** FLOW PROCESS FROM NODE 58.00 TO NODE 60.00 IS CODE = 4 --------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 1.5 INCHES PIPEFLOW VELOCITY (FEET/SEC. ) = 6. 6 UPSTREAM NODE ELEVATION = 160. 90 DOWNSTREAM NODE ELEVATION = 153. 60 FLOWLENGTH (FEET) = 57 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0. 20 TRAVEL TIME (MIN. ) = 0. 14 TC(MIN. ) = 11. 09 FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 ---------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11.09 RAINFALL INTENSITY(INCH/HR) = 3. 94 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.20 FLOW PROCESS FROM NODE 61. 00 TO NODE 60.00 IS CODE = 21 --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.26 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 30.00 UPSTREAM ELEVATION = 159. 80 DOWNSTREAM ELEVATION = 156. 90 ELEVATION DIFFERENCE = 2. 90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 142 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.06 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 60.00 IS CODE = 1 -------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.26 RAINFALL INTENSITY(INCH/HR) = 4 . 14 TOTAL STREAM AREA(ACRES) = 0.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0.20 11.09 3. 940 0.08 2 0. 06 10.26 4 . 142 0. 02 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0.24 10.26 4 . 142 2 0.25 11. 09 3. 940 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.25 TC (MIN. ) = 11.09 TOTAL AREA(ACRES) = 0. 10 **************************************************************************** FLOW PROCESS FROM NODE 60.00 TO NODE 62.00 IS CODE = 4 ------------------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 3.2 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 3. 4 UPSTREAM NODE ELEVATION = 153. 60 DOWNSTREAM NODE ELEVATION = 152. 80 FLOWLENGTH(FEET) = 40.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.25 TRAVEL TIME (MIN. ) = 0.20 TC (MIN. ) = 11.29 FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 ---------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11.29 RAINFALL INTENSITY(INCH/HR) = 3. 90 TOTAL STREAM AREA(ACRES) = 0. 10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.25 FLOW PROCESS FROM NODE 63.00 TO NODE 64 .00 IS CODE = 21 ---------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.31 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 25.00 UPSTREAM ELEVATION = 156. 90 DOWNSTREAM ELEVATION = 155.80 ELEVATION DIFFERENCE = 1. 10 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 130 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.02 FLOW PROCESS FROM NODE 64 .00 TO NODE 62.00 IS CODE = 4 --------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< ---------------------- DEPTH OF FLOW IN 4 .0 INCH PIPE IS 0. 5 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 3.8 UPSTREAM NODE ELEVATION = 153.80 DOWNSTREAM NODE ELEVATION = 152.80 FLOWLENGTH (FEET) = 8.00 MANNING'S N = 0. 013 GIVEN PIPE DIAMETER(INCH) = 4 . 00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.02 TRAVEL TIME(MIN. ) = 0. 03 TC (MIN. ) = 10. 34 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 ------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 10. 34 RAINFALL INTENSITY(INCH/HR) = 4 . 12 TOTAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.02 **************************************************************************** FLOW PROCESS FROM NODE 65.00 TO NODE 66.00 IS CODE = 21 ---------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MULTI-UNITS DEVELOPMENT RUNOFF COEFFICIENT = .7000 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.27 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 30.00 UPSTREAM ELEVATION = 159.20 DOWNSTREAM ELEVATION = 156.50 ELEVATION DIFFERENCE = 2.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 140 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0. 03 **************************************************************************** FLOW PROCESS FROM NODE 66.00 TO NODE 62.00 IS CODE = 4 ----------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 0.8 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 2. 4 UPSTREAM NODE ELEVATION = 154 .50 DOWNSTREAM NODE ELEVATION = 152.80 FLOWLENGTH(FEET) = 44 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.03 TRAVEL TIME (MIN. ) = 0.31 TC(MIN. ) = 10.58 FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 --------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN. ) = 10.58 RAINFALL INTENSITY(INCH/HR) = 4 . 06 TOTAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.03 FLOW PROCESS FROM NODE 66. 50 TO NODE 62.00 IS CODE = 21 ------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" MOBILE HOME DEVELOPMENT RUNOFF COEFFICIENT = . 6500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.85 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 91.00 UPSTREAM ELEVATION = 159. 66 DOWNSTREAM ELEVATION = 155.80 ELEVATION DIFFERENCE = 3. 86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3. 996 SUBAREA RUNOFF(CFS) = 0. 18 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0. 18 **************************************************************************** FLOW PROCESS FROM NODE 62.00 TO NODE 62.00 IS CODE = 1 ------------------------------------------------ --------- ----------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION (MIN. ) = 10. 85 RAINFALL INTENSITY(INCH/HR) = 4 . 00 TOTAL STREAM AREA(ACRES) = 0. 07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0. 18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0.25 11.29 3.896 0. 10 2 0.02 10.34 4 . 121 0.01 3 0.03 10.58 4 .062 0.01 4 0. 18 10.85 3. 996 0.07 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0.46 10.34 4 . 121 2 0. 47 10. 58 4 .062 3 0. 48 10.85 3. 996 4 0. 48 11.29 3.896 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 0. 48 Tc (MIN. ) = 11.29 TOTAL AREA(ACRES) = 0. 19 **************************************************************************** FLOW PROCESS FROM NODE 62. 00 TO NODE 67 .00 IS CODE = 4 ------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.4 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 4 . 1 UPSTREAM NODE ELEVATION = 152.80 DOWNSTREAM NODE ELEVATION = 152. 40 FLOWLENGTH(FEET) = 20. 00 MANNING'S N = 0. 013 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0. 48 TRAVEL TIME (MIN. ) = 0. 08 TC(MIN. ) = 11.37 **************************************************************************** FLOW PROCESS FROM NODE 67 .00 TO NODE 67 .00 IS CODE = 1 --------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11.37 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 0. 19 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 68 .00 TO NODE 67 . 00 IS CODE = 21 ----------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 46 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 20.00 UPSTREAM ELEVATION = 156. 00 DOWNSTREAM ELEVATION = 155.80 ELEVATION DIFFERENCE = 0.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .091 SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0. 03 TOTAL RUNOFF(CFS) = 0. 07 **************************************************************************** FLOW PROCESS FROM NODE 67 .00 TO NODE 67 . 00 IS CODE = 1 -------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION (MIN. ) = 10. 46 RAINFALL INTENSITY(INCH/HR) = 4 .09 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 48 11. 37 3.878 0.19 2 0.07 10. 46 4 .091 0.03 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0.52 10.46 4 .091 2 0. 54 11.37 3.878 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0. 54 Tc (MIN. ) = 11. 37 TOTAL AREA(ACRES) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 67 .00 TO NODE 69.00 IS CODE = 4 --------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6.0 INCH PIPE IS 3.7 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 4 .2 UPSTREAM NODE ELEVATION = 152.40 DOWNSTREAM NODE ELEVATION = 151.80 FLOWLENGTH(FEET) = 31. 00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.54 TRAVEL TIME (MIN. ) = 0. 12 TC (MIN. ) = 11.49 FLOW PROCESS FROM NODE 69.00 TO NODE 69.00 IS CODE = 1 -------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11.49 RAINFALL INTENSITY(INCH/HR) = 3. 85 TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54 FLOW PROCESS FROM NODE 70. 00 TO NODE 69. 00 IS CODE = 21 --------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = . 5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 49 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 21. 00 UPSTREAM ELEVATION = 156.00 DOWNSTREAM ELEVATION = 155.80 ELEVATION DIFFERENCE = 0.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .085 SUBAREA RUNOFF(CFS) = 0. 02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0. 02 FLOW PROCESS FROM NODE 69.00 TO NODE 69. 00 IS CODE = 1 ------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.49 RAINFALL INTENSITY(INCH/HR) = 4 .08 TOTAL STREAM AREA(ACRES) = 0.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.02 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 54 11. 49 3.851 0.22 2 0.02 10. 49 4 .085 0.01 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0.53 10. 49 4 .085 2 0.56 11.49 3. 851 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 0.56 Tc(MIN. ) = 11 . 49 TOTAL AREA(ACRES) = 0.23 FLOW PROCESS FROM NODE 69.00 TO NODE 71.00 IS CODE = 4 ------------------------------------------------------ >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.8 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 6. 3 UPSTREAM NODE ELEVATION = 151. 80 DOWNSTREAM NODE ELEVATION = 148. 10 FLOWLENGTH(FEET) = 66.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.56 TRAVEL TIME (MIN. ) = 0. 17 TC(MIN. ) = 11. 66 FLOW PROCESS FROM NODE 71.00 TO NODE 71. 00 IS CODE = 1 ------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11. 66 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 0.23 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 56 FLOW PROCESS FROM NODE 72. 00 TO NODE 71.00 IS CODE = 21 ---------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.56 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 30.00 UPSTREAM ELEVATION = 151.50 DOWNSTREAM ELEVATION = 151. 10 ELEVATION DIFFERENCE = 0. 40 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 066 SUBAREA RUNOFF(CFS) = 0. 11 TOTAL AREA(ACRES) = 0. 05 TOTAL RUNOFF(CFS) = 0. 11 FLOW PROCESS FROM NODE 71.00 TO NODE 71.00 IS CODE = 1 ------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10. 56 RAINFALL INTENSITY(INCH/HR) = 4 .07 TOTAL STREAM AREA(ACRES) = 0.05 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0.56 11. 66 3.814 0.23 2 0. 11 10. 56 4 .066 0. 05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 64 10.56 4 . 066 2 0. 67 11. 66 3.814 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 0. 67 Tc (MIN. ) = 11. 66 TOTAL AREA(ACRES) = 0.28 FLOW PROCESS FROM NODE 71 .00 TO NODE 73. 00 IS CODE = 4 ----------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6. 0 INCH PIPE IS 3. 1 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 6. 6 UPSTREAM NODE ELEVATION = 148 . 10 DOWNSTREAM NODE ELEVATION = 147.20 FLOWLENGTH(FEET) = 16.00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0. 67 TRAVEL TIME (MIN. ) = 0.04 TC(MIN. ) = 11.70 FLOW PROCESS FROM NODE 73.00 TO NODE 73.00 IS CODE = 1 ------------------------------------------------------------------ >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION (MIN. ) = 11.70 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 0.28 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0. 67 FLOW PROCESS FROM NODE 74 .00 TO NODE 75.00 IS CODE = 21 ------------------------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10.51 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 25. 00 UPSTREAM ELEVATION = 151.50 DOWNSTREAM ELEVATION = 151.20 ELEVATION DIFFERENCE = 0.30 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4 .019 SUBAREA RUNOFF(CFS) = 0. 07 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.07 FLOW PROCESS FROM NODE 75. 00 TO NODE 73.00 IS CODE = 4 ---------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 4 .0 INCH PIPE IS 1.0 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 4 .2 UPSTREAM NODE ELEVATION = 149.20 DOWNSTREAM NODE ELEVATION = 147 .20 FLOWLENGTH (FEET) = 24 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 4 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.07 TRAVEL TIME (MIN. ) = 0. 10 TC(MIN. ) = 10. 61 **************************************************************************** FLOW PROCESS FROM NODE 73. 00 TO NODE 73.00 IS CODE = 1 ---------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10. 61 RAINFALL INTENSITY(INCH/HR) = 4 .06 TOTAL STREAM AREA(ACRES) = 0.03 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0. 67 11.70 3. 806 0.28 2 0. 07 10. 61 4 .055 0.03 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0. 69 10. 61 4 .055 2 0.73 11.70 3. 806 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.73 T O MIN. ) = 11.70 TOTAL AREA(ACRES) = 0. 31 **************************************************************************** FLOW PROCESS FROM NODE 73.00 TO NODE 76.00 IS CODE = 4 ---------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 9.7 UPSTREAM NODE ELEVATION = 147 .20 DOWNSTREAM NODE ELEVATION = 145.20 FLOWLENGTH (FEET) = 14 .00 MANNING'S N = 0.013 GIVEN PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 0.73 TRAVEL TIME (MIN. ) = 0.02 TC(MIN. ) = 11.73 FLOW PROCESS FROM NODE 76.00 TO NODE 77 . 00 IS CODE _ ---------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 145.20 DOWNSTREAM NODE ELEVATION = 143. 11 CHANNEL LENGTH THRU SUBAREA(FEET) = 16.00 CHANNEL SLOPE = 0. 1306 CHANNEL BASE (FEET) = 5. 00 "Z" FACTOR = 50.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH (FEET) = 1. 00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.73 FLOW VELOCITY(FEET/SEC) = 2.02 FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN. ) = 0. 13 TC (MIN. ) = 11. 86 FLOW PROCESS FROM NODE 77 .00 TO NODE 77.00 IS CODE = 1 ---------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE«<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN. ) = 11. 86 RAINFALL INTENSITY (INCH/HR) = 3.77 TOTAL STREAM AREA(ACRES) = 0.31 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0.73 FLOW PROCESS FROM NODE 78 . 00 TO NODE 77 .00 IS CODE = 21 ------------------------------------------------------ >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" SINGLE FAMILY DEVELOPMENT RUNOFF COEFFICIENT = .5500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 10. 33 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 52. 00 UPSTREAM ELEVATION = 151.50 DOWNSTREAM ELEVATION = 143. 11 ELEVATION DIFFERENCE = 8 . 39 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 . 125 SUBAREA RUNOFF(CFS) = 0. 11 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0. 11 **************************************************************************** FLOW PROCESS FROM NODE 77 .00 TO NODE 77 .00 IS CODE = 1 --------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN. ) = 10.33 RAINFALL INTENSITY(INCH/HR) = 4 . 12 TOTAL STREAM AREA(ACRES) = 0.05 PEAK FLOW RATE (CFS) AT CONFLUENCE = 0. 11 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN. ) (INCH/HOUR) (ACRE) 1 0.73 11. 86 3.773 0. 31 2 0. 11 10.33 4 . 125 0.05 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) (INCH/HOUR) 1 0.78 10.33 4 . 125 2 0.83 11.86 3.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.83 Tc(MIN. ) = 11.86 TOTAL AREA(ACRES) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 77 .00 TO NODE 78 .00 IS CODE = 51 ----------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< UPSTREAM NODE ELEVATION = 143. 11 DOWNSTREAM NODE ELEVATION = 142. 50 CHANNEL LENGTH THRU SUBAREA(FEET) = 12.00 CHANNEL SLOPE = 0.0508 CHANNEL BASE(FEET) = 2. 00 "Z" FACTOR = 25. 000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 0.83 FLOW VELOCITY(FEET/SEC) = 2. 96 FLOW DEPTH (FEET) = 0. 07 TRAVEL TIME(MIN. ) = 0.07 TC (MIN. ) = 11. 93 END OF STUDY SUMMARY: PEAK FLOW RATE (CFS) = 0.83 Tc(MIN. ) = 11. 93 TOTAL AREA(ACRES) = 0.36 END OF RATIONAL METHOD ANALYSIS 0 - %D CWD ,„cam ;�•• � G . 4z / (•►"J �-. CYJ_• • �/ .�:� �y fay rs �1 � U. /�/• M •< Z4 0 •u J _ ��_.,., •\� � � —Mr,�din �' ^\ o •- o O c • a, C < - / z < Li a U H z - • / J J p U F ` O < Z Cu > U `z Z � � O n Z F w LA O LA 0. co O p < M < V M U U. y0 Li z Z uj p U O w O z cc C 2 m < O O CL O F m O w ..J zo U C LL_ - F N u 4l 0. N n.,,.; _4 i /QC 4PDFr1T1TY YT_F ALLIED EARTH TECHNOLOGY P.O.BOX 1932 -EL CAJON, CALIFORNIA 92022-1932 TELEPHONE(619)447-4747 ROBERT CHAN, P.E. UPDATE OF REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL BUILDING SITE 425 WARWICK AVENUE ENCINITAS, CALIFORNIA FOR ROSSINI PARK ESTATES, LLC PROJECT NO. 01-1167D2 MARCH 1,2001 ALLIED EARTH TECHNOLOGY P.O.BON 1932 •EL CAJON, CALIFORNIA 92022-1932 TELEPIIONE(61 9)447-4747 ROBERT CHAN, P.E. March 1, 2001 Rossini Park Estates, LLC 2517 Valmonte Glen Escondido, CA. 92029 Attn : Mr. Jack H. Dimond .. Subject : Project No. 0 1-1167132 Update of"Report of Geotechnical Investigation" Proposed Residential Building Site _. 425 Warwick Avenue Encinitas, California Dear Mr. Dimond : -- In accordance with your request, we have performed geotechnical engineering services for subject property, more specifically referred to as being Parcel 2 of Parcel Map No. 18417, in the City of Encinitas, State of California. The purpose of our work is to prepare an update report with current geotechical -- recommendations for the site development as presently proposed. The scope of our work includes a limited site investigation and a review of the following plans and documents : "Report of Geotechnical Investigation — Residential Subdivision, Sheffield Avenue and Bristol Avenue, Encinitas, California" prepared by Southern California Soil & Testing, Inc. dated May 3, 1989. Current grading plan for a single-family residence, prepared by Paxco Engineering.. Project No. 01-1167D2 Rossini Park Estates, LLC 03/01/01 Page 2 425 Warwick Avenue PROPOSED DEVELOPMENT Although the legal descriptions are different, subject property (Parcel 2 of Parcel Map No. 18417) is essentially Lot 10 of the major subdivision as presented in the above- mentioned Report by Southern California Soil & Testing, Inc.(SCT). It is our understanding that the proposed development will consist of the construction of a single- family residence. The proposed structure will be two stories in height, with a full basement. SITE INSPECTION An inspection of the site was recently conducted by the undersigned, and the site was found to be generally of the same conditions as indicated in the above-mentioned soil report prepared by SCT, with the following exceptions : Minor amount of fill soils had been placed in the lower, westerly portion of the site, especially in the northwesterly portion of the site. The soil type encountered consist of light brown to brown fine sands.which possess low expansion potential (Expansion Index= 17). GEOLOGIC HAZARDS No faults or ancient landslides are known to exist at the site or in the immediate vicinity, and none were encountered during the course of our site inspection. The active Rose Canyon Fault zone has been mapped approximately 3.0 km. (1.9 miles)to the Project No. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 3 425 Warwick Avenue southwest. The active Elsinore Fault Zone lies approximately 46.l km (28.6 miles) to the northeast. It is our opinion that the site could be subjected to moderate shaking in the event of a major earthquake along any of the above-mentioned faults; however the site is not considered to possess any greater seismic risk than that of the surrounding development. SOIL LIQUEFACTION It is our opinion that due to the relatively high density of the competent natural soils prevailing at the site, the lack of near-surface groundwater and the grain size - characteristics of the in-situ soils, the risk for seismically induced soil liquefaction is very low. FINDINGS, CONCLUSIONS AND RECOMMENDATIONS In general, we concur and agree with the findings, conclusions and recommendations presented in the above-mentioned Report, and said findings, conclusions and recommendations are still valid and applicable for the proposed development. The following addendum recommendations are made, however, as supplement to the recommendations presented in the subject Report, based on current site conditions.. If there are discrepancies, the addendum recommendations herein will prevail. Project No. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 4 425 Warwick Avenue Earthwork -------------- 1. All grading should be accomplished in accordance with the Grading Ordinance of the City of Encinitas, UBC Chapter A33; and Appendix I attached hereto entitled, "General Grading and Earthwork Specifications", 2. Where the recommendations of this Section of the report conflict with those of Appendix 1, this Section of the report takes precedence. 3. Grading operation should begin with clearing and grubbing of the site. All debris should be hauled off and disposed of offsite. 4. The proposed grading will consist of minor earthwork to accommodate the proposed residence, and will involve excavation for the basement garage and -- placement of fill soils around the perimeter of the structure. Estimated earthwork is on the order of 575 cubic yards of excavation and approximately 200 cubic yards of fill soils, with the excess soils exported to a City approved site. 5. It is recommended that any existing loose fill soils previously placed on the site that remain below finished grade be removed, and uniformly recompacted. Fill soils generated on site should be properly moistened, and uniformly compacted in lifts on the order of 6 to 8 inches. All fill soils should be compacted to at least 90 percent of maximum dry density. Project No. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 5 425 Warwick Avenue 6. The proposed residence may be founded partly in the cut portion and partly in the fill portion of the building pad, provided that the exposed natural soils within 5 feet outside the foundation line of the proposed structure is removed to a depth of 3 feet and uniformly recompacted to at least 90 percent of maximum dry density. 7. As an alternative to the item #6 above, it is recommended that all foundation for the proposed residence be extended through any fill soils, at least 12 inches into the underlying competent natural soils. Foundation and Slab Design 8. _ ^A safe allowable soil bearing value of 2,000 pounds per square foot may be used in the design and checking of continuous or spread foundations that are a minimum of 12 and 24 inches in minimum horizontal dimension, respectively, and are embedded at least 12 inches (for single-story) or 18 inches (for two- stories) into the competent natural or compacted filled ground. 9. The above safe allowable soil bearing value may be further increased by one third when considering wind and/or seismic forces. 10. It is recommended that all continuous footings be reinforced with a minimum of 4 #5 rebars; two rebars located near the top, and the other two rebars near the bottom of the footings. Isolated pier footings should be reinforced with 2 #5 Project No. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 6 425 Warwick Avenue rebars in both directions, placed at mid height of footing. 11. The concrete slab should be 4 inches net in thickness, and reinforced with a minimum of#3 rebars @ 18 inches on center, placed at mid-height of slab. The concrete slab should be underlain by 4 inches of clean sand. In areas to be tiled or carpeted, a visqueen-type moisture barrier should be placed at grade and be overlain by one inch of protective sand cover. This moisture barrier should be heavily overlapped and sealed at splices. Retaining Wall Design 12. wA steel pile/wood lagging retaining wall is proposed along the east property line. This proposed retaining wall will be extended below the garage level. After the garage basement wall is constructed, the area between the garage basement wall and the retaining wall along the east property line will be backfilled. 13. Masonry block cantilever-type retaining walls with level backfill are proposed for the site. Based on a review of the on-site soil conditions, standard retaining wall designs as per the Regional Standard or City of Encinitas Drawings may be used. 14. It is recommended that steelpile/wood lagging retaining wall and the basement type retaining walls be designed to withstand the pressure exerted by an equivalent fluid weight of 32 pcf This value assumes that the walls are unrestrained from movement, have a granular backfill and level backfill surface. Project No. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 7 425 Warwick Avenue For walls restrained from movement at the top, such as basement walls, an uniform horizontal pressure of 7H(where H is the height of the retaining wall in feet) should be applied in addition to the active pressure recommended above. 15. For sloping backfill with slope ratio of 2 : 1 (horizontal : vertical), the equivalent fluid weight should be increased to 45 pcf. An angle of internal friction of 30 degrees may also be used in design. 16. All retaining walls should be supplied with a backfill drainage system adequate to prevent the buildup of hydrostatic pressure. The subdrain should consist of 3/4 inch gravel and a perforated pipe near the bottom of the wall. The width of this subdrain should be at least 12 inches, and extend at least 2/3 the height of the retaining wall. The subdrain should be enclosed in a geotextile fabric such as Mirafi 140N or equal. Lateral Loading -------- ---------- - 17. To resist lateral loads, it is recommended that the pressure exerted by an equivalent fluid weight of 400 psf per foot of depth be used for footings or shear keys pour neat against competent natural or properly compacted filled ground, up to a maximum of 2,500 psf.. The upper 12 inches of material in areas not protected by floor slabs or pavements should not be included in design for passive resistance. This value assumes that the horizontal distance of the soil mass Project no. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 8 425 Warwick Avenue extends at least 10 feet or three times the height of the surface generating the passive pressure, whichever is greater. 18. If friction is to be used to resist lateral loads, a coefficient of friction between soil and concrete of 0.35 is recommended. When combining frictional and passive resistance,the coefficient of friction should be reduced by one-third. 19. All backfill soils behind the retaining wall should be compacted to at least 90 percent of maximum dry density. Temporary Excavations ------------- --------------- 20. It is recommended that excavations for the basement walls be accomplished at a near vertical inclination up to a maximum height of 5 feet. Above a height of 5 feet, the iinclination should be flattened to 1 : 1 (horizontal : vertical)or flatter up to the required. height. 21. It is recommended that surface water is not permitted to flow over the top of the excavations. During periods of heavy rainfall, the excavation should be covered - with visqueen sheets. 22. It is recommended that no surcharge loads be placed above the excavations for a distance back from the face of cut at least equal to the height of the excavation. Project No. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 9 425 Warwick Avenue UBC Seismic Coefficients 23. Ground Motion—The proposed structure should be designed and constructed to resist the effects of seismic ground motions as provided in Section 1625 of the 1997 Uniform Building Code. The basis of the design is dependent on and considers seismic zoning, site characteristics, occupancy, configuration, structural system and building height. 24. Soil Profile Type—In accordance with Section 1629.3.1, Table 16-J, and the underlying geologic conditions, a site Soil Profile of Sc is considered appropriate for the subject property. 25. Seismic Zone—In accordance with Section 1629 and Figure No. 16-2, the subject site is situated within Seismic Zone 4. 26. Seismic Zone Factor(z)— A seismic zone factor of 0.4 is assigned based on Table 16-1. Since the site is within Seismic Zone 4, Section 1629.4.2 requires a seismic source type and near-source factor. 27. Near-source Factor(Na and Nv)—Based on the known active faults in the region and distance of the faults from the site, a Seismic Source Type B per Table 16-U, and Near Source Factor of Na= 1.1 per Table 16-S and Nv= 1.3 per Table 16-T are provided. Project No. 00-1167D2 Rossini Park Estates, LLC 03/01/01 Page 10 425 Warwick Avenue 28. Seismic Coefficients (Ca and Cv)—Using the Soil profile Type and Seismic Zone Factor along with Table 16-Q and 16-R, the Seismic Coefficients are Ca= 0.44 and Cv=0.74. 29. A Seismic Response Spectrum for subject property is presented on Figure No. 1. Utility Trench Backfill 30. It is recommended that any backfill sols placed in utility trenches located within 5 feet of any improvements and deeper than 12 inches, or backfill placed in any trench located 5 feet our more from a building and deeper than 5 feet, be compacted to at least 90 percent of maximum dry density. Surface Drainage and Lot Maintenance ----------------------- ----------- 31. Surface drainage should be controlled at all times. Positive surface drainage (such as drainage swales or area drains) should be provided to direct surface water away from the top of slopes and all structures toward the street or other suitable - collective drainage facilities. Surface water should not be allowed to pond adjacent to footings. LIMITATIONS The opinions and recommendations presented in this report are based upon surficial observations and logical projects inferred from observed conditions and the assumption that the soil conditions do not deviate appreciably from those encountered in the exploratory borings. Project No. 00-1167132 Rossini Park Estates, LLC 03/01/01 Page 11 425 Warwick Avenue Should conditions vary from those presented herein be encountered during the developmental construction phase, this firm should be notified immediately so that a qualified soil engineer can inspect the site conditions and evaluate the potential effects and present recommendations. This report has been prepared in accordance with generally accepted standards of geotechnical engineering practice at the time of its preparation. No other warranties, expressed or implied, are made as to the professional consultation and recommendations contained herein. This report is provided for the exclusive use of the client or his authorized agent. ESSIOAOI F Q�pFESSIONq�F K6spectfully su mitted, Cy ALLIED E H TECHNOLOGY �`` o�� o 2A6ti3 CM No.G-00198 NExP �ro1 Cr_ Up.12/31/01 �} Robert an, P.E. c1v� Q� s �FOTECN F OF C `fTAT � l OF CA�� a 0 _ LO L w 0 U LO W 0 0U) �., M 0 U) N O 0000/ U _ � O N L P V1 y WO Q O LO O LO O O O o (�) uoileaalaoob jeajoadS .r isCaC fiES. C<1 3 I i i� f �M1 h. 3 20 0 20 40 60 U � GRAPHIC SCALE i REVISIONS APPROVED DATE REFERENCES DATE w yr w a COUNTY OF SAN DIEGO BENCHMARK LOCATED AT FLOWLINE OF SEWER AT SOMERSET AVENUE AND SHEFFIELD AVENUE ELEVATION = 173.25 DATUM 'U.S.C. & G.S. SCALE HORIZONTAL 1" = 20' VERTICAL NONE SPECIAL DISTRICT PLANS PREPARED UNDER SUPERVISION OF RECOMMENDED DATE : 8/08/0'. BY: WILLIAM A. SNIPES _ R.C.E. NO.: 50477 DATE: ENGINEER EXP. 6/30/05. R.C.E. APPROVALS APPROVED BY: DATE: R.C.E. ENGINEER OF WORK Q�OFESSIO 81 5►�ipS -Dye associates ��° '� 0 civil engineers and land surveyors N �`AM A 8348 CENTER DRIVE, STE. G, LA MESA, CA 91942 3 No. 50477 v m y TELEPHONE (619) 697 -9234 FAX (619) 460 -2033 a Exp; 06 -30 -05 a 6D C.1 '.C1Y1�. WILLIAM A. SNIPES R.C.E. 50477 srgTF of LILLJ EXPIRES 06 -30 -05 CITY QF ENGINITA S ENGINEERING SERVICES DEPARTMENT DRAWING NO. PLANS FOR THE GRADING OF: TgAtAAM: I L i 4 � i I it 5 1 I' jY I .r isCaC fiES. C<1 3 I i i� f �M1 h. 3 20 0 20 40 60 U � GRAPHIC SCALE i REVISIONS APPROVED DATE REFERENCES DATE w yr w a COUNTY OF SAN DIEGO BENCHMARK LOCATED AT FLOWLINE OF SEWER AT SOMERSET AVENUE AND SHEFFIELD AVENUE ELEVATION = 173.25 DATUM 'U.S.C. & G.S. SCALE HORIZONTAL 1" = 20' VERTICAL NONE SPECIAL DISTRICT PLANS PREPARED UNDER SUPERVISION OF RECOMMENDED DATE : 8/08/0'. BY: WILLIAM A. SNIPES _ R.C.E. NO.: 50477 DATE: ENGINEER EXP. 6/30/05. R.C.E. APPROVALS APPROVED BY: DATE: R.C.E. ENGINEER OF WORK Q�OFESSIO 81 5►�ipS -Dye associates ��° '� 0 civil engineers and land surveyors N �`AM A 8348 CENTER DRIVE, STE. G, LA MESA, CA 91942 3 No. 50477 v m y TELEPHONE (619) 697 -9234 FAX (619) 460 -2033 a Exp; 06 -30 -05 a 6D C.1 '.C1Y1�. WILLIAM A. SNIPES R.C.E. 50477 srgTF of LILLJ EXPIRES 06 -30 -05 CITY QF ENGINITA S ENGINEERING SERVICES DEPARTMENT DRAWING NO. PLANS FOR THE GRADING OF: TgAtAAM: ti tl v , , c ' v - v � y I - s '` REVISIONS APPROVED' DATE REFERENCES DATE BENCH MARK SCALE SPECIAL DISTRICT v vrtHan � A APPROVALS — W W � COUNTY OF SAN DIEGO BENCHMARK A TCT PLANS PREPARED UNDER SUPERVISION OF RECOMMENDED APPROVED w LOCATED AT FLOWLINE OF SEWER AT HORIZONTAL 1 = 201 DATE : 8/()8/01 BY: BY: SOMERSET AVENUE AND SHEFFIELD s a AVENUE NONE - WILLIAM A. SNIPES R.C.E. NO.: 50477 DATE: DATE: z ELEVATION = 173.25' VERTICAL ENGINEER DATUM: U.S.C. & G.S: EXP. 6 30 05 R.C.E. RX.E. WORK PROJECT NO, sj ENGINEER OF WORK gROFESSro4 Snipes -0ye aRsociarem civil engineers and land eurve Drs � y q 8348 CENTER DRIVE, STE. G, LA MESA, CA 91942 No. 50477 0 6D TELEPHONE (619) 697 -9234 FAX (619) 460 -2033 Exp, 06 -30_05 WILLIAM AEXPIRES IS 06 -30-05 E 50477 9rfi, OF CA\ a ` 1 `f 1EET 4 OF 7 EN1121 (A2)