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1999-345 C/G/H/R/N/U Street Address I /J-31/ 1 Serial # E/'70 Category j/;t1 PQ----o3Z Description Name Year Plan cK. # -~.....~^<'......,' I I I I I I I I I I I I I I I I I I , DRAINAGE REPORT FOR JONES RESIDENCE & OFF-SITE PUBLIC STORM DRAIN ENCINITAS, CALIFORNIA ill R rr' I' p -,~~------ D IE l~; ~ L ',1'/ [~f .n.. -----,,1 nil 'I' IE -21999 19 ENGr~;E=p!f:(~ :~,.;(,-..I:-rs CIlY C!-:- , -- - - .------_.......J I I I I I I I I I I I I I I I I I I I DRAINAGE REPORT FOR JONES RESIDENCE AND OFF-SITE PUBLIC STORM DRAIN ENCINITAS, CALIFORNIA Prepared For: HERITAGE HOMEBUlLDERS 2651 La Mirada Dr., suite 100 Vista, California 92083 Prepared By: BUCCOLA ENGINEERING, INC. 3142 Vista Way, Suite 301 Oceanside, California 92056 (760) 721-2000 April 30,1999 Revised June 28, 1999 Revised October 25,1999 ({ev/sd IJeaen6tr 'Z{ /919 IN 128-6 "'~" -.'-' I'~- Phili . Buccola \ h;. :..';: / I Registration Expires 3-31-02\~'~'~p:f~/ ~lr;"(,'\'~'" ~:~;;..~." Prepared By: JAD I I : I , I Section I 1.0 2.0 I 3.0 I 4.0 5.0 I I I I I I I I I I I I TABLE OF CONTENTS INTRODUCTIONIDESCRIPTION/CONCLUSIONS RATIONAL METHOD HYDROLOGY CALCULATIONS BROW DITCH CALCULATIONS, PIPEFLOWIHGL CALCS APPENDIX: S.D. COUNTY CHARTS BACK COVER: DRAINAGE MAPS I I I I I I I I I I I I I I I I I I I I INTRODUCTION / DESCRIPTION The project site is located in Encinitas near the intersection of Rancho Santa Fe Road and 9th Street. The calculations within this report include the off-site and on-site rational method analysis, and brow-ditch capacity checks. San Diego County methods are used throughout, with supporting charts included in the appendix of the report. A node-to-node computer analysis is used for the rational method analysis. Ultimate development runoff coefficients are used throughout with rural size lots. Soil type D predominates with a small portion of the tributary area being soil type A. The entire off-site drainage area tributary to the site will be routed into an F catch basin, and then northerly approximately 300 feet to the 9th St. r/w. This will be a public 24" storm drain that will be centered in the existing 30' public utility & access easem ent and outlet into the defined swale within the 9th st. r/w. The defined swale in 9th st. picks up a minor amount of additional flows, approximately 0.3 acres, above the 18.7 cfs routed from the 24" storm drain. For channel capacity cales for the defined swale, a Q1 00 of 20 cfs is used, to account for the minor additional flows. (See off-site drainage map) CONCLUSIONS: The off-site tributary area contributes a QlOO of 18.7 CFS at the rear of the site. This flow will be carried in an oversized brow ditch, into an F c.b. and then into an off-site public 24" storm drain described above. On-site flows are minimal, with flows being routed into area drains, private pvc pipes, brow ditches, and then down the driveway into RSFe Rd. The total Q100 entering RSFe Rd. from the driveway is 1.2 cfs, which is far less than the current flows, which are now proposed to be conveyed around the back into 9th St. Page 1 I I I I I I I I I I I I I , I , I I I I I RATIONAL METHOD HYDROLOGY CALCULATIONS I I I I I ************************** DESCRIPTION OF STUDY *****************,~******** * RATIONAL METHOD HYDROLOGY CALCS --- OFFSITE AREAS * I * JONES RESIDENCE GRADING PLANS AND OFFSITE STORM DRAIN * * JN 128-6 OCTOBER 22, 1999 REVISED DECEMBER 2,1999 * ************************************************************************** I I I I I I I I I I I I I ******************************************************************~k********* 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 Engineerin~, Inc. 3142 Vista Way, SUlte 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 FILE NAME: G:1286.DAT TIME/DATE OF STUDY: 13:28 12/ 2/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) ~ 100.00 6-HOUR DURATION PRECIPITATION (INCHES) ~ SPECIFIED MINIMUM PIPE SIZE (INCH) ~ 18.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE ~ 0.90 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 HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) 2.800 NO. MODEL* MANNING FACTOR (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 Flaw Depth) - (Top-af-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 101.00 IS CODE ~ 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- RURAL DEVELOPMENT RUNOFF COEFFICIENT ~ .4500 SOIL CLASSIFICATION IS "D" NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED ~ 11.29(MINUTES) INITIAL SUBAREA FLOW-LENGTH ~ 320.00 UPSTREAM ELEVATION ~ 275.00 DOWNSTREAM ELEVATION ~ 218.00 ELEVATION DIFFERENCE ~ 57.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) SUBAREA RUNOFF (CFS) ~ 4.52 TOTAL AREA(ACRES) ~ 2.30 (APPENDIX X-A) 4.363 TOTAL RUNOFF (CFS) 4.52 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.10 IS CODE ~ 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< I I I I **************************************************************************** I I I I I I I I I I I I I I I >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ==================================================================:========== 198.50 0.0629 ELEVATION DATA: UPSTREAM (FEET) = 218.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 310.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH (FEET) = CHANNEL FLOW THRU SUBAREA (CFS) = 4.52 FLOW VELOCITY (FEET/SEC) = 3.06 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 12.98 LONGEST FLOW PATH FROM NODE 100.00 TO NODE 3.00 0.38 102.10 FLOW PROCESS FROM NODE 102.10 TO NODE 102.00 IS CODE = >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< 630.00 FEET. 51 ------------------------------------------------------------------.---------- ------------------------------------------------------------------.---------- 198.00 0.0050 ELEVATION DATA: UPSTREAM (FEET) = 198.50 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 100.00 CHANNEL SLOPE CHANNEL BASE (FEET) = 20.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH (FEET) = 3.00 CHANNEL FLOW THRU SUBAREA (CFS) = 4.52 FLOW VELOCITY (FEET/SEC) = 0.91 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 14.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 0.22 102.00 = 730.00 FEET. ******************************************************************.~********* 81 FLOW PROCESS FROM NODE 101. 00 TO NODE 102.00 IS CODE = >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ------------------------------------------------------------------.---------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.661 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 2.20 TOTAL AREA(ACRES) = 4.50 TC (MIN) = 14.82 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = 3.62 8.14 FLOW PROCESS FROM NODE 103.10 IS CODE = **************************************************************************** 41 102.00 TO NODE >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT) <<<<< ------------------------------------------------------------------.---------- ------------------------------------------------------------------.---------- 180.00 ELEVATION DATA: UPSTREAM (FEET) = 195.00 DOWNSTREAM (FEET) FLOW LENGTH (FEET) = 100.00 MANNING'S N = 0.024 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.09 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES PIPE-FLOW(CFS) = 8.14 PIPE TRAVEL TIME(MIN.) = LONGEST FLOWPATH FROM NODE 1 0.15 Tc(MIN.) = 100.00 TO NODE 14.97 103.10 = 830.00 FEET. FLOW PROCESS FROM NODE 103.00 IS CODE = ******************************************************************'k********* 51 103.10 TO NODE >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ------------------------------------------------------------------.---------- ----~~~-~~~~~~~------------~-~------------------------------------.---------- 168.00 0.0522 ELEVATION DATA: UPSTREAM (FEET) = 180.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 230.00 CHANNEL SLOPE CHANNEL BASE (FEET) = 10.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.040 MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW THRU SUBAREA (CFS) = 8.14 FLOW VELOCITY (FEET/SEC) = 2.85 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 16.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 0.23 103.00 = 1060.00 FEET. ******************************************************************~k********* 81 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = I I I I I I I I I I I I I I I I I I I >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ~~========================================================================== 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.441 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) 1.60 TOTAL AREA (ACRES) = 6.10 TC(MIN) = 16.31 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = 1. 65 9.79 ******************************************************************~r********* FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 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.) = 16.31 RAINFALL INTENSITY (INCH/HR) = 3.44 TOTAL STREAM AREA(ACRES) = 6.10 PEAK FLOW RATE (CFS) AT CONFLUENCE = 9.79 **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 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 = 11.75 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 370.00 UPSTREAM ELEVATION = 265.00 DOWNSTREAM ELEVATION = 225.00 ELEVATION DIFFERENCE = 40.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) 4.252 SUBAREA RUNOFF (CFS) = 4.02 TOTAL AREA (ACRES) = 2.10 TOTAL RUNOFF(CFS) 4.02 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM (FEET) = 225.00 DOWNSTREAM (FEET) = 200.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 380.00 CHANNEL SLOPE CI.0658 CHANNEL BASE (FEET) = 0.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH (FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 4.02 FLOW VELOCITY(FEET/SEC) = 8.00 FLOW DEPTH (FEET) = 0.41 TRAVEL TIME(MIN.) = 0.79 Tc(MIN.) = 12.54 LONGEST FLOWPATH FROM NODE 105.00 TO NODE 107.00 = 750.0Cl FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.077 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 1.80 SUBAREA RUNOFF (CFS) = 3.30 TOTAL AREA (ACRES) = 3.90 TOTAL RUNOFF(CFS) = 7.32 TC(MIN) = 12.54 ******************************************************************j.********* FLOW PROCESS FROM NODE 107.00 TO NODE 103.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM (FEET) = 200.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 310.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.016 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA (CFS) = 7.32 FLOW VELOCITY(FEET/SEC) = 11.04 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 13.01 LONGEST FLOW PATH FROM NODE 105.00 TO NODE 168.00 0.1032 1. 00 0.47 103.00 1060.00 FEET. FLOW PROCESS FROM NODE 107.00 TO NODE 103.00 IS CODE = ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -~----------------------------------------------------------------.---------- ---------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.982 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) 1.20 TOTAL AREA(ACRES) = 5.10 TC(MIN) = 13.01 SUBAREA RUNOFF (CFS) = TOTAL RUNOFF(CFS) = 1. 43 8.75 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ------------------------------------------------------------------.---------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 13.01 RAINFALL INTENSITY (INCH/HR) = 3.98 TOTAL STREAM AREA (ACRES) = 5.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 2 ARE: 8.75 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 9.79 2 8.75 Tc (MIN. ) 16.31 13.01 INTENSITY (INCH/HOUR) 3.441 3.982 AREA (ACRE) 6.10 5.10 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 17.21 13.01 3.982 2 17.36 16.31 3.441 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) 17.36 Tc(MIN.) = 16.31 TOTAL AREA(ACRES) = 11.20 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1060.00 FEET. ******************************************************************~~********* FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ------~--------------------------------------------------------------------- ---------~~~~~--------------------------~------------------------------------ ELEVATION DATA: UPSTREAM (FEET) = 168.00 DOWNSTREAM (FEET) = CHANNEL LENGTH THRU SUBAREA (FEET) = 220.00 CHANNEL SLOPE = CHANNEL BASE (FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH (FEET) = 2.00 CHANNEL FLOW THRU SUBAREA (CFS) = 17.36 FLOW VELOCITY(FEET/SEC) = 13.67 FLOW DEPTH (FEET) = TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 16.58 LONGEST FLOW PATH FROM NODE 100.00 TO NODE 152.00 0.0727 0.51 104.00 1280.00 FEET. I I I I I I I I 'I I I I I I I I I I I **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 100 YEAR RAINFALL INTENSITY (INCHjHOUR) = 3.405 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .3000 SOIL CLASSIFICATION IS "A" SUBAREA AREA (ACRES) 0.60 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 11.80 TOTAL RUNOFF(CFS) = 17.97 TC(MIN) = 16.58 ******************************************************************'k********* FLOW PROCESS FROM NODE 104.10 TO NODE 104.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ----------------------------------------------------------------------------- ----~------------------------------------------------------------------------ 100 YEAR RAINFALL INTENSITY (INCHjHOUR) = 3.405 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.50 SUBAREA RUNOFF (CFS) 0.77 TOTAL AREA(ACRES) = 12.30 TOTAL RUNOFF(CFS) = 18.73 TC(MIN) = 16.58 ******************************************************************~k********* FLOW PROCESS FROM NODE 104.00 TO NODE 104.20 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ------------------------------------------------------------------.---------- ------------------------------------------------------------------.---------- ELEVATION DATA: UPSTREAM (FEET) = 152.03 DOWNSTREAM (FEET) 150.70 CHANNEL LENGTH THRU SUBAREA(FEET) = 63.00 CHANNEL SLOPE 0.0211 CHANNEL BASE (FEET) = 2.50 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 CHANNEL FLOW THRU SUBAREA(CFS) = 18.73 FLOW VELOCITY(FEETjSEC) = 8.84 FLOW DEPTH (FEET) = 0.67 TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 16.70 LONGEST FLOW PATH FROM NODE 100.00 TO NODE 104.20 1343.00 FEET. ******************************************************************~~********* FLOW PROCESS FROM NODE 104.20 TO NODE 108.00 IS CODE = 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< -------------------------------~----------------------------------._--------- ------------------------------------------------------------------.---------- ELEVATION DATA: UPSTREAM (FEET) = 148.00 DOWNSTREAM (FEET) 138.90 FLOW LENGTH(FEET) = 313.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEETjSEC.) = 11.63 ESTIMATED PIPE DIAMETER (INCH) = 21.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 18.73 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 17.15 LONGEST FLOW PATH FROM NODE 100.00 TO NODE 108.00 1656.00 FEET. ******************************************************************,~********* FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< -------------------~------------~----------------------------~--------------- ------------------------~-------------~---------------------------~--------- 100 YEAR RAINFALL INTENSITY (INCHjHOUR) = 3.332 RU~~L DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) 0.30 SUBAREA RUNOFF (CFS) 0.45 TOTAL AREA(ACRES) = 12.60 TOTAL RUNOFF (CFS) = 19.18 TC(MIN) = 17.15 **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 51 I I I I I I I I I 1 I I I I I I I I I I >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ----------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM (FEET) = 138.90 DOWNSTREAM (FEET) = CHANNEL LENGTH THRU SUBAREA (FEET) = 260.00 CHANNEL SLOPE = CHANNEL BASE (FEET) = 0.00 "Z" FACTOR = 7.000 MANNING'S FACTOR = 0.035 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA (CFS) = 19.18 FLOW VELOCITY (FEET/SEC) = 5.86 FLOW DEPTH (FEET) = TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 17.89 LONGEST FLOW PATH FROM NODE 100.00 TO NODE 118.00 0.0804 0.68 109.00 1916.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ----------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =~=========================================================================== 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.242 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" SUBAREA AREA(ACRES) = 0.40 TOTAL AREA (ACRES) = 13.00 TC (MIN) = 17.89 SUBAREA RUNOFF (CFS) TOTAL RUNOFF(CFS) = 0.58 19.77 ============================================================================= END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 13.00 19.77 TC(MIN.) = 17.89 ============================================================================= ============================================================================= END OF RATIONAL METHOD ANALYSIS I I I I I ************************** DESCRIPTION OF STUDY ************************** * RATIONAL METHOD HYDROLOGY CALCS - ON-SITE PORTION * I * JONES RESIDENCE HERITAGE HOMEBUILDERS * * JN 128-6 OCTOBER 22, 1999 * ************************************************************************** I I I I I I I I I I I I I **************************************************************************** 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, SUlte 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 FILE NAME: G:1286A.DAT TIME/DATE OF STUDY: 17:41 10/27/1999 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAL CRITERIA NO. USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 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 (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- ----- --------- ----------------- ------ ----- ------ ----- ------- 30.0 20.0 0.018/0.018/0.020 0.67 2.000.031250.16700.01500 2.800 1 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 304.00 TO NODE 303.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ----------~----------------------------------------------------------------- ---------------------------------------------------------------------------- *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 90.00 UPSTREAM ELEVATION = 148.00 DOWNSTREAM ELEVATION = 147.10 ELEVATION DIFFERENCE = 0.90 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 4.912 SUBAREA RUNOFF (CFS) = 0.19 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) 9.392 0.19 **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 301.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< I I I I *****************************************************************~********** I I I I I I I I I I I I I I I ------------------------------------------------------------------.---------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM (FEET) = 144.00 DOWNSTREAM (FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 55.00 CHANNEL SLOPE = CHANNEL BASE (FEET) = 2.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA (CFS) = 0.19 FLOW VELOCITY(FEET/SEC) = 2.63 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.74 LONGEST FLOW PATH FROM NODE 304.00 TO NODE 140.50 0.0636 1. 50 0.04 301.00 = 145.00 FEET. FLOW PROCESS FROM NODE 301. 00 TO NODE 301.00 IS CODE = >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ------------------------------------------------------------------.---------- ------------------------------------------------------------------.---------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 9.74 RAINFALL INTENSITY (INCH/HR) = 4.80 TOTAL STREAM AREA(ACRES) = 0.07 PEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM 1 ARE: 0.19 **************************************************************************** FLOW PROCESS FROM NODE 300.10 TO NODE 300.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------------------------------------------------------------------------- ---~------------------------------------------------------------------------ *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5500 INITIAL SUBAREA FLOW-LENGTH = 200.00 UPSTREAM ELEVATION = 148.00 DOWNSTREAM ELEVATION = 146.00 ELEVATION DIFFERENCE = 2.00 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 3.797 SUBAREA RUNOFF (CFS) = 0.31 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 14.001 0.31 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 51 >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM (FEET) = 144.00 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 85.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 1.50 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = CHANNEL FLOW THRU SUBAREA (CFS) = 0.31 FLOW VELOCITY (FEET/SEC) = 3.13 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 14.45 LONGEST FLOW PATH FROM NODE 300.10 TO NODE 140.50 o . 0412 1. 00 0.06 301.00 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 301.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< -----------~-~-------------------------------------------------------------- -----------~---~----------------------------------------~------------------~ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 14.45 RAINFALL INTENSITY (INCH/HR) = 3.72 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE (CFS) AT CONFLUENCE = STREAM 2 ARE: 0.31 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ---------~~~---------------------------------------------------------------- -----------~---------------------------------------------------------------- *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .6000 INITIAL SUBAREA FLOW-LENGTH = 80.00 UPSTREAM ELEVATION = 147.50 DOWNSTREAM ELEVATION = 145.90 ELEVATION DIFFERENCE = 1.60 URBAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.298 SUBAREA RUNOFF (CFS) = 0.68 TOTAL AREA(ACRES) = 0.18 6.389 TOTAL RUNOFF(CFS) 0.68 FLOW PROCESS FROM NODE 306.00 TO NODE 301. 00 IS CODE = >>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- UPSTREAM NODE ELEVATION (FEET) = 145.90 DOWNSTREAM NODE ELEVATION (FEET) = 140.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 60.00 "V" GUTTER WIDTH(FEET) = 1.50 GUTTER HIKE (FEET) PAVEMENT LIP (FEET) = 0.050 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.02000 MAXIMUM DEPTH(FEET) = 0.50 100 YEAR RAINFALL INTENSITY (INCH/HOUR) = 6.196 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .5000 TRAVEL TIME COMPUTED USING ESTIMATED FLOW (CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) AVERAGE FLOW DEPTH(FEET) = 0.15 FLOOD WIDTH(FEET) "V" GUTTER FLOW TRAVEL TIME (MIN.) = 0.16 Tc (MIN.) SUBAREA AREA(ACRES) = 0.06 SUBAREA RUNOFF (CFS) = * RAINFALL INTENSITY IS LESS THAN AREA-AVERAGED Fp; * IMPERVIOUS AREA USED FOR RUNOFF ESTIMATES. TOTAL AREA(ACRES) = 0.24 PEAK FLOW RATE (CFS) 0.100 0.77 = 6.10 1. 50 6.55 0.19 0.87 NOTE:TRAVEL TIME ESTIMATES BASED ON NORMAL DEPTH EQUAL TO [GUTTER-HIKE + PAVEMENT LIP] END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH (FEET) = 0.15 FLOOD WIDTH(FEET) = 1.50 FLOW VELOCITY(FEET/SEC.) = 6.10 DEPTH*VELOCITY(FT*FT/SEC) = LONGEST FLOWPATH FROM NODE 305.00 TO NODE 301.00 = 140.00 0.91 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301. 00 TO NODE 301.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT TIME OF CONCENTRATION(MIN.) = 6.55 RAINFALL INTENSITY (INCH/HR) = 6.20 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = STREAM 3 ARE: 0.87 ** CONFLUENCE DATA ** STREAM RUNOFF NUMBER (CFS) 1 0.19 2 0.31 3 0.87 Tc (MIN. ) 9.74 14.45 6.55 INTENSITY ( INCH/HOUR) 4.799 3.720 6.196 AREA (ACRE) 0.07 0.15 0.24 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN. ) ( INCH/HOUR) 1 1. 20 6.55 6.196 I I I I I I I I !I 1 I I I I I I I I I I 2 3 1.10 0.98 9.74 14.45 4.799 3.720 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE (CFS) = 1.20 Tc(MIN.) = TOTAL AREA(ACRES) = 0.46 LONGEST FLOW PATH FROM NODE 300.10 TO NODE 6.55 301.00 285.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 301. 00 TO NODE 302.00 IS CODE = 51 ---------------------------------------------------------------------------~ >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <<<<< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- ELEVATION DATA: UPSTREAM (FEET) = 140.50 DOWNSTREAM (FEET) CHANNEL LENGTH THRU SUBAREA (FEET) = 210.00 CHANNEL SLOPE CHANNEL BASE (FEET) = 1. 50 "Z" FACTOR = 1. 000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEL FLOW THRU SUBAREA(CFS) = 1.20 FLOW VELOCITY (FEET/SEC) = 5.82 FLOW DEPTH(FEET) = TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 7.15 LONGEST FLOW PATH FROM NODE 300.10 TO NODE 127.00 0.0643 0.13 302.00 495.00 FEET. ==================================================================:========== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.46 1. 20 TC (MIN.) = 7.15 ==================================================================:========== ==================================================================:========== END OF RATIONAL METHOD ANALYSIS I I I BROW DITCHIPIPEFLOW CALCS I I I I I I I I I I I I I I I I . . . . . . . . '. . . . . . . . . . . **************************************************************************** (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 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, SUlte 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ------------------------------------------------------------------.---------- TIME/DATE OF STUDY: 14:49 10/25/1999 ----------------------------------------------------------------------------~ ----------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY *****************~~******** * BROW DITCH CAPACITY - SOUTH SIDE P/L * * MOD. DITCH, 12" WIDE X 6" DEEP * * * ************************************************************************** ******************************************************************l~********* >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ------------------------------------------------------------------.---------- PIPE DIAMETER (FEET) ~ 1.000 PIPE SLOPE (FEET/FEET) ~ 0.0300 PIPEFLOW(CFS) ~ 0.17 MANNINGS FRICTION FACTOR ~ 0.015000 =~~===========~~=======~==================================================== CRITICAL-DEPTH FLOW INFORMATION: -------------------------------------------------------------------------- CRITICAL DEPTH(FEET) ~ 0.17 CRITICAL FLOW AREA(SQUARE FEET) ~ 0.088 CRITICAL FLOW TOP-WIDTH(FEET) ~ 0.749 CRITICAL FLOW PRESSURE + MOMENTUM (POUNDS) ~ 1.02 CRITICAL FLOW VELOCITY(FEET/SEC.) ~ 1.941 CRITICAL FLOW VELOCITY HEAD(FEET) ~ 0.06 CRITICAL FLOW HYDRAULIC DEPTH (FEET) ~ 0.12 CRITICAL FLOW SPECIFIC ENERGY (FEET) ~ 0.23 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- NORMAL-DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- NORMAL DEPTH (FEET) ~ 0 . 12 <-- Of( FLOW AREA(SQUARE FEET) ~ --0.05 FLOW TOP-WIDTH (FEET) ~ 0.655 FLOW PRESSURE + MOMENTUM (POUNDS) ~ FLOW VELOCITY(FEET/SEC.) ~ 3.100 FLOW VELOCITY HEAD(FEET) ~ 0.149 HYDRAULIC DEPTH(FEET) ~ 0.08 FROUDE NUMBER ~ 1.888 SPECIFIC ENERGY (FEET) ~ 0.27 1. 20 =~=========================================================================== 1 . . . . . . . . :. . . I I I I I I I . **************************************************************************** (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1463 Analysis prepared by: Buccola Engineerins, Inc. 3142 Vista Way, SUlte 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ----------------------------------------------------------------------------- TIME/DATE OF STUDY: 14:42 10/25/1999 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- ************************** DESCRIPTION OF STUDY *****************?~******** * BROW DITCH CAPACITY - EAST P/L * * MOD. DITCH: 12" WIDE X 6" DEEP. * * * *****************************************************************~.******** **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- PIPE DIAMETER (FEET) ~ 1.000 PIPE SLOPE(FEET/FEET) ~ 0.0100 PIPEFLOW(CFS) ~ 0.31 MANNINGS FRICTION FACTOR ~ 0.015000 -------------------------------------------------------------------.--------- -------------------------------------------------------------------.--------- CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL DEPTH (FEET) ~ 0.23 CRITICAL FLOW AREA(SQUARE FEET) ~ 0.136 CRITICAL FLOW TOP-WIDTH(FEET) ~ 0.841 CRITICAL FLml PRESSURE + MOMENTUM (POUNDS) ~ 2.18 CRITICAL FLO~ VELOCITY(FEET/SEC.) ~ 2.281 CRITICAL FLOW VELOCITY HEAD(FEET) ~ 0.08 CRITICl\L FLO'il HYDRAULIC DEPTH (FEET) ~ 0.16 CRITICAL FLOW SPECIFIC EN~RGY(FEET) ~ 0.31 -----~----~----~~---~------------------------------------------------------~ ----~-----~-----~----------~----~------------------------------------------~ NORif0~Ic - DE P~H FLO\'I INFOR.i-Lli.T I ON: ---------------------------------------------------------------------------- NORMAL DEPTH (FEET) ~ 0.21 <: 0,1: FLOW AREA(SQUARE FEET) ~ 0.12 FLOW TOP-vlIDTH(FEET) ~ 0.820 FLOW PRESSURE + MOMENTUM(POUNDS) ~ FLOW VELOCITY(FEET/SEC.) ~ 2.517 FLOW VELOCITY HEAD(FEET) ~ 0.098 HYDRAULIC DEPTH (FEET) ~ 0.15 FROUDE NUMBER ~ 1.145 SPECIFIC ENERGY (FEET) ~ 0.31 2.20 I I I I I I I ******************************************************************,,********* I I I I I I I I I I I I **************************************************************************** (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 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, SUlte 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ------------------------------------------------------------------.------- TIME/DATE OF STUDY: 6:56 10/25/1999 ==================================================================:========== ************************** DESCRIPTION OF STUDY *****************~~******** * BROW DITCH CAPACITY CHECK * * OVERSIZE DITCH, 30" X 15" DEEP, EXIST. CULV. OUTLET TO F CATCH BASIN * * IN 128-6 OCTOBER 22, 1999 * ************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ----------------------------------------------------------------------------- PIPE DIAMETER (FEET) = 2.500 PIPE SLOPE (FEET/FEET) = 0.0200 PIPEFLOW(CFS) = 18.73 MANNINGS FRICTION FACTOR = 0.015000 ------------------------------------------------------------------.---------- ------------------------------------------------------------------.---------- CRITICAL-DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITIC.l\L CRITICAL CRITICAL CRITICAL CRITICAL DEPTH (FEET) = 1.47 FLOW AREA(SQUARE FEET) = 2.993 FLOW TOP-WIDTH(FEET) = 2.462 FLO\'J PRESSURE + MOMENTUJ'l (POUNDS) = FLOW VELOCITY(FEET/SEC.) = 6.257 FLOW VELOCITY HEAD(FEET) = FLOW HYDRAULIC DEPTH(FEET) = FLOW SPECIFIC ENERGY (FEET) = 2.07 344.95 0.61 1. 22 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- NORMAL-DEPTH FLOW INFORMATION: ----------------------------------------------------------------------------- NORMAL DEPTH (FEET) = 1. 06 < FLOW AREA(SQUARE FEET) = 1.97 FLOW TOP-WIDTH(FEET) = 2.470 FLOW PRESSURE + MOMENTUM (POUNDS) = FLOW VELOCITY(FEET/SEC.) = FLOW VELOCITY HEAD(FEET) = HYDRAULIC DEPTH(FEET) = FROUDE NUMBER = 1.871 SPECIFIC ENERGY(FEET) = .. m /2, 7 ''rI,/1h ok ri\-i;! \------'/ c' r :I/~(,,;'Cs 50/'" SIc0 l'/"L,.r//:/ 1e:qM-5'// 399.06 9.491 1.399 0.80 1 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- 2.46 I I I I I I I I I I I I I I I I I I I ******************************************************************~k********* (C) HYDRAULIC ELEMENTS - I PROGRAM PACKAGE 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, SUlte 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ----------------------------------------------------------------------------- TIME/DATE OF STUDY: 10:23 10/25/1999 ==================================================================;~====== ************************** DESCRIPTION OF STUDY *****************,,******** * EXISTING CHANNEL/SWALE IN NINTH ST. R/W * * HYDRAULIC CAPACITY * * IN 128-6 10-22-99 * ************************************************************************** ******************************************************************,r********* >>>>CHANNEL INPUT INFORMATION<<<< - - - - CHANNEL - Zl (BaRr zaNTAL/vERTrcAL) -: - - - -7 ~ ;;;; - - f~; - iy~;f- c).i;;^~7 -5~ :O;-fr~ -- - - - - - -(~ ~,~ Z2(HORIZONTAL/VERTICAL) = 7.00 tder}-vP"IlI-n BASEWIDTH(FEET) = 0000 ~_ - -,.. / CONSTANT CHANNEL SLOPE (FEET/FEET) = o. 062500 ~ ---------0_______-"/ UNIFORM FLOW (CFS) = 20.00 (/'107 Cf'S (1M Mdro C,)Wj I-<-------t------~ MANNINGS FRICTION FACTOR = 0.0350 0": -:;: /1' vi_-_ ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- NORMAL-DEPTH FLOW INFORMATION: -------------------------------------------------------------------.--------- >>>>> NORMAL DEPTH(FEET) FLOW TOP-WIDTH(FEET) = FLOW AREA(SQUARE FEET) = HYDRAULIC DEPTH(FEET) = 0037 FLOW AVERAGE VELOCITY(FEET/SECo) = UNIFORM FROUDE NUMBER = 1.561 PRESSURE + MOMENTUM (POUNDS) = AVERAGED VELOCITY HEAD (FEET) = SPECIFIC ENERGY(FEET) = 1.176 0.73 "- iO: -23. 3074 Of: 5.35 264027 0.445 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- CRITICAL-DEPTH FLOW INFORMATION: -------------------------------------------------------------------"--------- CRITICAL FLOW TOP-WIDTH(FEET) = 12.23 CRITICAL FLOW AREA(SQUARE FEET) = 5.34 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.44 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) = 3074 CRITICAL DEPTH (FEET) = 0.87 CRITICAL FLOW PRESSURE + MOMENTUM (POUNDS) = 242.17 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) 0.217 CRITICAL FLOW SPECIFIC ENERGY (FEET) 1.091 ************************** DESCRIPTION OF STUDY *****************~.******** * GRADED CHANNEL CAPACITY IN NINTH ST. R/W * * IN 128-6 10-22-99 * * * ******************************************************************,******** *******************************************************************,********* >>>>CHANNEL INPUT INFORMATION<<<< CHANNEL Zl(HORIZONTAL/VERTICAL) Z2(HORIZONTAL/VERTICAL) = BASEWIDTH(FEET) = 3.00 2.00 2.00 CONSTANT CHANNEL SLOPE (FEET/FEET) = 0.019000 UNIFORM FLOW (CFS) = 19.00 MANNINGS FRICTION FACTOR = 0.0300 NORMAL-DEPTH FLOW INFORMATION: ----;i~~~~~~~~~~E~~~~JrE~T)-:---O~~~:~(-----or----------------------------- FLOW AREA(SQUARE FEET) = 3.99 HYDRAULIC DEPTH(FEET) = 0.62 FLOW AVERAGE VELOCITY(FEET/SEC.) = UNIFORM FROUDE NUMBER = 1.064 PRESSURE + MOMENTUM (POUNDS) = AVERAGED VELOCITY HEAD (FEET) = SPECIFIC ENERGY (FEET) = 1.201 4.77 268.33 0.353 ---------------------------------------------------------------------------- ------------------------------------------------------------------._--------- CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL AVERAGED CRITICAL FLOW TOP-WIDTH (FEET) = 6.51 FLOW AREA(SQUARE FEET) = 4.18 FLOW HYDRAULIC DEPTH(FEET) = 0.64 FLOW AVERAGE VELOCITY(FEET/SEC.) = DEPTH (FEET) = 0.88 FLOW PRESSURE + MOMENTUM (POUNDS) = CRITICAL FLOW VELOCITY HEAD (FEET) = FLOW SPECIFIC ENERGY(FEET) = 1.199 4.55 267.84 0.321 ~~================================================================ ---------- ---------- 1 I I I I I I I I I I I I I I I I I I 1/1 I / ~:30 , /Ie! tAl e /lIO()C ;11# 2 f'l &7PtH ;JIll /) ID'!J (f hi i otr II III /I II III " O~\ I . [J"v \ == y- -- l\"r \\j\)' ,r - J.=--- . '- - I I I I I I I I ! I I I I I I ****************************************************************************** PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFCD,LACRD, AND OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-98 Advanced Engineering Software (aes) Ver. 6.1 Release Date: 01/01/98 License ID 1463 ) Analysis prepared by: (see- fW(;/.L wtt<t prW'- ;Jar Buccola Engineering, Inc. 3142 Vista Way, Suite 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ************************** DESCRIPTION OF STUDY ***.*************~********* * HGL/ PIPEFLOW ANALYSIS / . ,/ I h ./ * * 24" OFFSITE STORM DRAIN UhVISr:O hI 1-/ld)1. (YI/I/J6tS '<IrSjJ/> v, * * 11-30-99 JN 128-6 * ************************************************************************** ----------~------------------------------------------------------------------- FILE NAME: G:ECOPY.DAT TIME/DATE OF STUDY: 8:29 12/ 1/1999 ****************************************************************************** I I I NODE NUMBER 100.00- l FRICTION 100.10- l 100.20- \ FRICTION 101.00~ l ANGLE-POINT 101.00- l FRICTION 102.00- l JUNCTION 103.00- l 104.00- l FRICTION 104.10- l 105.00- l FRICTION 106.00- 1.56*Dc 374.11 1.56*Dc 374.11 1~~~~~0~0~0~0~~~~~~~~0~~~~~~~~~~~~~~~~~~0~~~~~~~~~~~~~~:~~~~~~~~~:-~~~~~~~~~~ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST I CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. *******************************************************************~~********** DC\'iNSTREAM PIPE FLOW CONTROL DATA: NC~E NUMBER = 100.00 FLOWLINE ELEVATION = 138.94 PIPE FLOW = 18.73 CFS PIPE DIAMETER = 24.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 140.440 *KOTE: ASSUMED DOWNSTREAM CONTROL DEPTH( 1.50 FT.) IS LESS THAN CRITICAL DEPTH( 1.56 FT.) ===> CRITICAL DEPTH IS ASSUMED AS DOWNSTREAM CONTROL DEPTH FOR UPSTREAM RUN ANALYSIS GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: "* n indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM MODEL PRESSURE PRESSURE+ FLOW PROCESS HEAD (FT) MOMENTUM (POUNDS) DEPTH (FT) 1.56 Dc 374.11 1.16* RUN PRESSURE+ MOMENTUM (POUNDS) 419.13 1. 56 FRICTION+BEND 1. 56 Dc 374.11 1.10* 435.38 Dc 374.11 1.06* 449.29 1.56 Dc 374.11 0.95* 501.51 1. 56 Dc 374.11 0.95* 501. 51 1.56*Dc 374.11 1.56*Dc 374.11 1. 94 FRICTION+BEND 1. 56 402.70 1.00* 476.53 Dc 374.11 1.00* 473.19 1. 56 FRICTION+BEND 1. 56 Dc 374.11 1.10* 437.48 Dc 374.11 1.16* 418.94 ----~-----~~-----~-------------------------------------------------_._--------- NODE 100.00 : HGL = < 140.098>;EGL= < 141.630>;FLOWLINE= < 138.940> 1 1 1 ****************************************************************************** FLOW PROCESS FROM NODE UPSTREAM NODE 100.10 100.00 TO NODE 100.10 IS CODE = 1 ELEVATION = 139.12 (FLOW IS SUPERCRITICAL) -------------------------------------------------------------------- CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 18.73 CFS PIPE LENGTH = 17.60 FEET PIPE DIAMETER = 24.00 INCHES MANNING'S N = 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 1.38 CRITICAL DEPTH (FT) = 1.56 1==~~si~~~~=~;~i~;~=~sS~~~=;~;~~~~i~(;i)=:=====l~l~=========================== -------------------------------------------------------------------.----------- -------------------------------------------------------------------.----------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1--DISTANCE-PROM------PLOW-DEPTH--VELOCITy------SPECIPIC--------PRESSURE~------ CONTROL (FT) (FT) (FT/SEC) f~1 ENERGY (FT) MOMENTUM (POUNDS) 0.000 1.102 10.5520V e,/!. 'Ir1 2.832 435.38 1 8.370 1.129 10.238 f/fP/vl 2.758 427.04 --------~~~~~~~----------~~~~~---___~~~~~~;t!~~~~~;~___________~~~~!~_____ 1 NODE 100.10: HGL = < 140.222>;EGL= < 141.952>;FLOWLINE= < 139.120> *******************************************************************~~********** FLOW PROCESS FROM NODE 100.10 TO NODE 100.20 IS CODE = 3 1 UPSTREAM NODE 100.20 ELEVATION = 139.24 (FLOW IS SUPERCRITICAL) -------------------------------------------------------------------.----------- CALCULATE PIPE-BEND LOSSES (OCEMA) PIPE FLOW = 18.73 CFS CENTRAL ANGLE = 15.000 DEGREES PIPE LENGTH = 11.80 FEET PIPE DIAMETER 24.00 INCHES MANNING'S N = 0.01300 ,I -------------------------------------------------------------------.----------- NORMAL DEPTH(FT) = 1.38 CRITICAL DEPTH (FT) = 1.56 1===================================================================,~========== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.06 ----~------~------------------------------------------------------------------- ----~-------~------------------------------------------------------.-_--------- GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1 --DIsTANcE-PROM------PLow-DEPTH--vELOCITy------sPEcIPlc--------PRESSURE~------ CONTROL (FT) (FT) (FT / SEC) ENERGY (FT) MOMENTUN (POUNDS) 1 0.000 1.061 11.056 2.961 449.29 9.162 1.093 10.657 2.858 438.22 11.800 1.102 10.552 2.832 435.38 ------------------------------------------------------------------------------- NODE 100.20: HGL = < 140.301>;EGL= < 142.201>;FLOWLINE= < 139.240> 1****************************************************************************** FLOW PROCESS FROM NODE 100.20 TO NODE 101.00 IS CODE = 1 UPSTREAM NODE 101.00 ELEVATION = 139.60 (FLOW IS SUPERCRITICAL) 1 --------------------------------------------------------------------.---------- CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 18.73 CFS PIPE DIAMETER = 24.00 INCl-lES PIPE LENGTH = 32.83 FEET MANNING'S N = 0.01300 1 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) = 1.34 CRITICAL DEPTH (FT) = 1.56 -------~~---------------------------------------------------------------------~ --------------------------------------------------------~---------------------~ 1 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.95 ====================================================================:========== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -~--------~~----------~----~----------------------------------------.---------- 1 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT / SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 0.945 12.809 3.495 501.51 10.781 0.985 12.151 3.279 481.33 1 21.971 1.025 11.557 3.100 463.66 32.830 1.061 11.056 2.961 449.29 ------~-------------------~--------------------------------------------------- NODE 101.00: HGL = < 140.545>;EGL= < 143.095>;FLOWLINE= < 139.600> 1 1****************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.00 IS CODE = 6 I--~~~:~~~-~?~~---~~~~~~-----~~~~~::?~_:_--~~~~~~--~~~?~-:~-~~~~~:~::::~~~---- CALCULATE ANGLE-POINT LOSSES (LACRD) : PIPE FLOW = 18.73 CFS PIPE DIAMETER = 24.00 INCHES I--~:~~-~~~~=~?:~:_:_--~~~~-~~~~~~~------~~~~=~?:~:_:?~~~:::~~:-~-:-~~~~~~~- NODE 101.00: HGL = < 140.545>;EGL= < 143.095>;FLOWLINE= < 139.600> 1****************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 1 UPSTREAM NODE 102.00 ELEVATION = 141.60 (FLOW IS SUPERCRITICAL) 1 ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 18.73 CFS PIPE LENGTH = 35.00 FEET PIPE DIAMETER = 24.00 INCHES MANNING'S N 0.01300 ------------------------------------------------------------------------------ 1 1 1 1 NORMAL DEPTH(FT) = 0.81 CRITICAL DEPTH (FT) = 1.56 ============================================================================== UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 1.56 ------------------------------------------------------------------------------ I--GRADUALL Y- vARI ED -FLow-PRoFILE -coMPuTED- INFoRMATI ON ~- - - - - -- - - - - - - --- - - - --- - -- ------------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 1.558 7.133 2.348 374.11 0.165 1.483 7.496 2.356 375.38 0.722 1.408 7.919 2.383 379.43 1.800 1.334 8.412 2.433 386.63 3.597 1.259 8.986 2.514 397.47 6.426 1.185 9.660 2.635 412.58 10.830 1.110 10.455 2.809 432.77 17.843 1.036 11.402 3.056 459.15 29.822 0.961 12.540 3.404 493.18 35.000 0.945 12.809 3.495 501.51 ------------------------------------------------------------------------------ LACFCD AND OCEMA FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS(DELTA1)-Q3*V3*COS(DELTA3)- Q4*V4*COS(DELTA4))/((A1+A2)*16.1)+FRICTION LOSSES UPSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.02786 DOWNSTREAM: MANNING'S N = 0.01300; FRICTION SLOPE = 0.00758 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS 0.01772 JUNCTION LENGTH = 4.00 FEET FRICTION LOSSES = 0.071 FEET ENTRANCE LOSSES 1 JUNCTION LOSSES = (DY+HV1-HV2) + (ENTRANCE LOSSES) JUNCTION LOSSES = ( 1.211)+( 0.000) = 1.211 --------------------------------------------------------------------.---------- NODE 103.00: HGL = < 142.925>;EGL= < 145.160>;FLOWLINE= < 141.930> 1****************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 3 UPSTREAM NODE 104.00 ELEVATION = 143.55 (FLOW IS SUPERCRITICAL) 1 ------------------------------------------------------------------------------ 1 1 1 1 NODE 102.00: HGL = < 143.158>;EGL= < 143.948>;FLOWLINE= < 141.600> 1****************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 5 UPSTREAM NODE 103.00 ELEVATION = 141.93 (FLOW IS AT CRITICAL DEPTH) 1- - ~~?:~ ~ - ~?~~:~~~ _ ~cn:~ _:~ _?~ _ ~~~:~~~ _?~ _ ~:~~::~~~~ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __ _ _ _ _ _ _ _ _ __ CALCULATE JUNCTION LOSSES: PIPE FLOW DIAMETER (CFS) (INCHES) 18.73 24.00 18.73 24.00 0.00 0.00 0.00 0.00 0.00===Q5 EQUALS UPSTREAM DOI'INSTREA."l LATERAL #1 LATERAL #2 Q5 ANGLE (DEGREES) 50.00 FLOWLINE ELEVATION 141.93 141.60 0.00 0.00 0.00 0.00 BASIN INPUT=== CRITICAL DEPTH (FT. ) 1. 56 1. 56 0.00 0.00 VELOCITY (FT/SEC) 11.995 7.135 0.000 0.000 0.000 FEET 1 1 CALCULATE PIPE-BEND LOSSES (OCEMA) : PIPE FLOW ~ 18.73 CFS CENTRAL ANGLE ~ 36.500 DEGREES PIPE LENGTH ~ 57.50 FEET PIPE DIAMETER ~ 24.00 INCHES MANNING'S N ~ 0.01300 ------------------------------------------------------------------------------ 1 1 1 NODE *******************************************************************~k********** NORMAL DEPTH(FT) ~ 0.99 CRITICAL DEPTH (FT) ~ 1.56 I~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1.00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1______------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 1.003 11.880 3.195 473.19 5.106 1.002 11.896 3.200 473.67 10.829 1.001 11.912 3.205 474.15 17.331 0.999 11.928 3.210 474.63 24.856 0.998 11.944 3.215 475.11 33.777 0.997 11.960 3.220 475.60 44.722 0.996 11.977 3.225 476.09 57.500 0.995 11.991 3.230 476.53 -------------------------------------------------------------------.----------- 104.00 : HGL ~ < 144.553>;EGL~ < 146.745>;FLOWLINE~ < 143.550> FLOW PROCESS FROM NODE 104.00 TO NODE 104.10 IS CODE ~ 1 'I UPSTREAM NODE 104.10 ELEVATION ~ 146.85 (FLOW IS SUPERCRITICAL) -------------------------------------------------------------------.----------- CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW ~ 18.73 CFS PIPE DIAMETER ~ 24.00 INCHES 1 PIPE LENGTH ~ 117.27 FEET MANNING'S N ~ 0.01300 ------------------------------------------------------------------------------- NORMAL DEPTH(FT) ~ 0.99 CRITICAL DEPTH(FT) ~ 1.56 ------------------------------------------------------------------------------- 1- -UPSTREAM - cONTROL - ASSUMED- FLOWDEPTH (FT) -:-- - --i~ i 0 - - - --- - - --- - - - - - -- -- - - - - ---- ============================================================================== GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: -----------~------------------------------------------------------------------- DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT / SEC) ENERGY (FT) MOMENTilll (POUNDS) 0.000 1.095 10.630 2.851 437.48 4.142 1.085 10.755 2.883 LL40.90 8.894 1.075 10.884 2.915 444.45 14.421 1.065 11.015 2.950 448.14 20.966 1.054 11.150 2.986 451.95 28.901 1.044 11.289 3.024 455.90 38.855 1.034 11.431 3.064 460.00 52.003 1.023 11.577 3.106 464.24 70.988 1.013 11.726 3.149 468.63 104.288 1.003 11.879 3.195 473.18 I-------_::~~~~~---------_:~~~~----_::~~~~----------~~:::___________~~~~::_____ NODE 104.10: HGL ~ < 147.945>;EGL~ < 149.701>;FLOWLINE~ < 146.850> 1****************************************************************************** FLOW PROCESS FROM NODE 104.10 TO NODE 105.00 IS CODE ~ 3 UPSTREAM NODE 105.00 ELEVATION ~ 147.34 (FLOW IS SUPERCRITICAL) 1______------------------------------------------------------------------------ CALCULATE PIPE-BEND LOSSES (OCEMA) : PIPE FLOW ~ 18.73 CFS PIPE DIAMETER ~ 24.00 INCHES CENTRAL ANGLE ~ 22.200 DEGREES MANNING'S N ~ 0.01300 I--~:~~-~~~~:~_:_----_:~~~:_~~~:_---------------------------------------------- NORMAL DEPTH (FT) ~ 0.99 CRITICAL DEPTH (FT) ~ 1.56 1 1 1 ============================================================================== 1 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1.16 -============================================================================= GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: ----------------------------------------------------------------------------- I DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTl~(POUNDS) 0.000 1.159 9.920 2.688 418.94 3.529 1.142 10.096 2.726 423.38 7.661 1.126 10.278 2.767 428.10 12.560 1.109 10.468 2.812 433.10 17.450 1.095 10.630 2.851 437.48 1--NODE---io5~OO-~-HGL-:-~--i48~499~;EGL:-~--i5o~o;8~;FLOWLINE:-~--i47~34o~---- 1 1 ****************************************************************************** 1 1 FLOW PROCESS FROM NODE UPSTREAM NODE 106.00 105.00 TO NODE 106.00 IS CODE ~ 1 ELEVATION ~ 148.00 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE FRICTION LOSSES (LACFCD) : PIPE FLOW 18.73 CFS PIPE LENGTH ~ 23.57 FEET PIPE DIAMETER ~ 24.00 INCHES MANNING'S N 0.01300 ------------------------------------------------------------------------------ NORMAL DEPTH(FT) ~ 0.99 CRITICAL DEPTH(FT) ~ 1.56 I~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) ~ 1.56 ------------~----------------------------------------------------------------- ------------------------------------------------------------------------------ GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: 1______------------------------------------------------------------------------ DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENT~~(POUNDS) 0.000 1.558 7.133 2.348 374.11 0.227 1.501 7.403 2.353 374.83 0.984 1.445 7.705 2.367 377.09 2.426 1.388 8.044 2.394 381.04 4.786 1.332 8.425 2.435 386.85 8.427 1.276 8.853 2.493 394.76 13.967 1.219 9.335 2.573 405.01 22.572 1.163 9.880 2.680 417.93 23.570 1.159 9.920 2.688 418.94 1______------------------------------------------------------------------------ NODE 106.00: HGL ~ < 149.558>;EGL~ < 150.348>;FLOWLINE~ < 148.000> 1 1 1 *******************************************************************~~********** UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER ~ 106.00 FLOWLINE ELEVATION ~ 148.00 ASSUMED UPSTREAM CONTROL HGL ~ 149.56 FOR DOWNSTREAM RUN ANALYSIS I~~E~~~~~~G~~U~LL;~~~;~E~~~L~~~AN~L;S~S~~~~~~~~~~~~~~~~~~~~~~~~~~~~,,~~~~=~~~~= 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I I I I Ca/tlfJi0 01 ey;f;f//11 3b I, 7C;o OJ 9 ~ SI. /;/ s/~ /lei L.-__.'.________'_________ f-5h td, ~ ~IoII /Lef SLOtt :!:- / % f2/ r~- - '\ \ \ - ~-- \ \ " I J-h ~/h o:c t,/ ;: e/e-; =- / zo, I Fi ^ " -I i .< '.' ,~ '. ~ _[;0)(1/( I .if" (V 11' ;/ ( _________ ---- ;) /j -/Q 11 (I! Lj/)} - I, , ' '- 0zoCU /(J9) /;1/ &6[ (1)/)1/0 [ /!SSt/;tIU) 'I /, '-!-i)" 'C/I I, ///!,;j ;/;(Xy';- (')"~ I:'.) ;') .j.. . . - . /. I 2,/ /;" /. / ',':> G)hfj 5"/:;;'1/ - Ok e/F/ /j/C I'~ ,', i ~, ! ) J/j ;1;:/ (O'I"" ')"!:7/ I / 1M //J =c 0,69 I h/) .:: ~ '(r; cp) =- .=' /Zu,/ y/P) "V - } i ,._, " , . /.. " ,[ ", /2/ ,_ ,j ''''It, - /.1" ,I / ;> I), /? 7 7 /; " , iJ ,/ 5~1-()0 . . ,? I' / 36////t ~". I ',., /, ~) ; (5 __ . /,,' --/'/ '''':;' /./ I iJ// ~ 1/2 Ok r ., j' .1,,' _ 09 0:- " (. ~~ _ j /0 , P / I /' /'" J /9 - ^ :1/(}09/J V));f/: ..1-/9;..) ~// t1 . //(-1'.5 Ok ---~---_"__~___.________.__._._____'m_'___ -------------~~ I I --- - - - - -- 180 CHART 2 C 10,000 I 168 8,000 EXAMPLE (I) (2) (3) 156 0.42 inc!ln (3.~ tUI) 6. 6,000 0-120 cfs r 144 5,000 5. I 4,000 .I!!!:* HI< ~6. 5. 132 0 rul 3,000 5. 4. (I) 2.' ..8 4. 120 I r !" ~ 7 , (3) 2.2 7.7 4, ]08 3. .0 in tUI 3. I 96 1,000 3. 800 84 --- I 600 /' 2'---=2~- 500 ./ /'" '" 2. 72 400 /'" ~ l/) l'\.V W 300 <S I :t: ~~ 1.5 1.5 e.:> /'" l/) :z l/) 0:: 60 u.. 200 ~ e.:> w 1.5 :z ..... ~ ../ w b:. Ci 54 /'" ::; ~ <:: ..... '" 1- '- 0:: /",w 100 w 48 /'" ~ :z I > 80 C -' ../ <:: :t: :;) :t: ..... e.:> ~2 e.:> 60 c. 1.0 1.0 w u.. l/) 50 HW ENTRANCE '" '" '" SCALE 1.0 I 40 0 TYPE 0:: 0:: w .9 w ..... -.9 ..... 30 (I) Sq\lor. .dq, wirh '" W ht'CdwetJ 3: .9 ::; '" '" Graoy. .nd wirl'l <:: I w '" h'edwoJI :t: .8 - .8 30 Creoy, end .8 27 projlclinQ 10 \1 .7_-:, .' ~~. '" 8 24 .7 jiJU r{\~;~~- 6 To 1111 Hol, (2) ar (3) prej,er a. 0~ - 5 harizafTrolll!O scol'{I).'hln J) 21 l.lSt stral~1'l1 ineliruo lifTe HltOt.l91'l 4 o and 0 H:alu. or rlYHSI Ot .6 3 iJJ\lstrolld. .6 '.6 18 t l 2 15 .5 .5 1.0 .5 ]2 HEADWATER DEPTH FOR HEADWATER SCALES 283 CONCRETE PIPE CULVERTS L REVISED MAY 1964 WITH INLET CONTROL 1963 5-22 . . . . . . . .. . . . . . . . . . 1 . . **************************************************************************** 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, SUlte 301 Oceanside, CA 92056 (760) 721-2000 / Fax 721-2046 ---------------------------------------------------------------------------- TIME/DATE OF STUDY: 14: 3 12/ 2/1999 -------------~-------------------------------------------------------------- ---------------------------------------------------------------------------~ **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ---------------------------------------------------------------------------- 3b /I dJ I () 't PIPE DIAMETER(FEET) = 3.000 PIPE SLOPE(FEET/FEET) = 0.0100 PIPEFLOW(CFS) = 19.77 MANNINGS FRICTION FACTOR = 0.013000 ------------------------------------------------------------------.---------- -----------------------------------------------------------------_._--------- CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL DEPTH (FEET) = 1.43 FLOW AREA(SQUARE FEET) = 3.313 FLOW TOP-WIDTH (FEET) = 2.996 FLOW PRESSURE + MOMENTUM (POUNDS) = FLOW VELOCITY(FEET/SEC.) = 5.967 FLOW VELOCITY HEAD(FEET) = FLOW HYDRAULIC DEPTH (FEET) = FLOW SPECIFIC ENERGY (FEET) = 1. 98 353.24 0.55 1.11 ----------------------------------------------------------------------------- ------------------------------------------------------------------.---------- NORMAL-DEPTH FLOW INFORMATION: ------------------------------------------------------------------.---------- NORMAL DEPTH(FEET) = 1.12 ( FLOW AREA(SQUARE FEET) = 2.40 FLOW TOP-WIDTH(FEET) = 2.902 FLOW PRESSURE + MOMENTUM (POUNDS) = FLOW VELOCITY(FEET/SEC.) = FLOW VELOCITY HEAD(FEET) = HYDRAULIC DEPTH (FEET) = FROUDE NUMBER = 1.591 SPECIFIC ENERGY (FEET) = OK 384.96 8.221 1.049 0.83 2.17 **************************************************************************** >>>>PIPEFLOW HYDRAULIC INPUT INFORMATION<<<< ----~------------------------------------------------------------------------ PIPE DIAMETER(FEET) = 3.000 FLOWDEPTH(FEET) = 3.000 PIPEFLOW(CFS) = 19.77 MANNINGS FRICTION FACTOR = 0.013000 >>>>>SOFFIT-FLOW PIPE SLOPE (FEET/FEET) = f/!JI'JiOitl bliJlt: 36" c) /977 {Ys o,oq;: Ok 0.0009 (' ----------------------- ----------------------------------------------------------------------------- I I I I I I I II I I I I I I I I I I I APPENDIX: SAN DIEGO COUNTY CHARTS I I I I <7'? c::: L= G::; :::> I ~~ CJ ~~ -'- c1: , w I r ~ ~, &'"' c;::: -~ ...........~ w I u >- ~f_l I = (::---' = -::'~ C!.-- ...- I !~- -Q';:: 0 :.::J (/; I ~ ---I '"'\~ c::: -- I ~ '--<:) ..... 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B~i'c;}2;~O~i;~0;7~~~~~P' l-;-L~'i:d!~~C'J~'c:~:-~c;~ r-=--- - i r-if-n-il i. 1 .'----' \'T-- 2 :: .::. ~ C 7 8 9 r:' 2'J 1:._' _______ . -~ ~ r'- t:= I: -..1=" . .:""J.F IS ........- ~ 15 14 ,- -/= .,. .-- ~ ~ ...J:/_._.. :-. -ftj- . . /~. " 12 10 c E 7 L--:J 3:) ~,J ..\...' [;lSC-UJ\'=~ (c.. r. ~.} EXt.)/;::L_~ : (i;o,o' 0= 10 CI-,-:(I <;~',:es: S:: 2.5 c/o C:;;:;~h :: 0.':' I V~lx:~f :: 4 ~ t p.:). '--- ------------ S:,N OI::GO COUSTY D::.:F~F~T',~c~iT OF 5?::CIt..!~ DISTRICT SEF?\/ICES GUrTER A~D RO~D~~Y D1SCHt,RGE - VELOC:TY CHLRT ---------- D :: 5 I (N ,fe ~ ~i U (, L -' ..I..I.A I /i _ 2 000 J - , ;'0 \'o'/'{ ',~ ';" - ! " "'/ I \',' ":ij\ (;~~/~V ' I ._ "'/', I ;T?'r\) :u '-\." '~", ;,':.... /' \ \,.. .......~::'.';---, //- ..... \_-......... \ "-.". j I I I I I I I 'I I I I I I I I I I I I "-/ . '. ~. '. :~.~. .. .<:_~J" . ..'.. /' , .,,:< J '_ _ '-, :.:' "i ~_. - , .... \.' -......./ ; .-._.-~ "" ...-' ".: -, .j' "._._.i~,: " LOS ENel t-.1TOS D /'} " I (' c "v ~ ~ o f/0J.l') ~/I[ ~f ,C; (~ " ........-. - . / C-;'/d/I'.-'O, . '. , Y,Q/ , , I , ,0: ,// 1 y ,~ 0" . ,j~ 11~~~ /~ ~ ,/ / --- o ~s I I I I I I I I I I I I I I I I I I I 1045 Linda Vista Drive, Suite 108 San Marcos, California 92069 (760) 471-9505 . Fax (760) 471-9074 Geotechnical Environmental Materials K INSlTE NC. Heritage Homebuilders, Ine.. 2420 Grand Avenue G2 Vista, California 92083 Project: C 1061 May 3,1999 Attention: Mr. Dan Partin Subject: MAY -3 Limited Geotechnical Investigation, Lot 2, APN 265 - 390 - 08, Rancho Santa Fe Road, Encinitas, California Mr. Chris Lillback, project engineer at the time we issued the subject report, is no longer working with GeoTek Insite, Inc. Mr. Joseph L. Welch has assumed the responsibilties as project engineer for this site. This letter is to verify that the recommendations contained in our report dated March II, 1999 remain applicable. Final engineering design recommendations will be based on actual conditions exposed and encountered during site construction. If you have any questions or concerns relative to the geotechnical aspects of the project, please contact the undersigned at (760) 471-9505. Respectfully Submitted, GeoTek Insite Inc. ~~ Distribution: (4) (3) I I I I I I I I I I I I I I I I I I I 1045 Linda Vista Drive, Suite 108 San Marcos, California 92069 (760) 471-9505 . Fax (760) 471-9074 Geotechnical Environmental Materials K INSITE NC. Heritage Homebuilders 2420 Grand Avenue Vista, California 92083 March 11, 1999 Proj: ClO61 Attention: Mr. Dan Partin Subject: Limited Preliminary Geotechnical Investigation Lot 2, APN 265-390-38 Rancho Santa Fe Road Encinitas, California As requested, GeoTek Insite, Inc. of has performed a limited preliminary geotechnical evaluation for your proposed single family residence on Lot 2 of the subject parcel. INTENT It is the intent of this report to aid in the design and completion of the described project. Implementation of the advice presented in the "Conclusions and Recommendations" section of this report is intended to reduce risk associated with construction projects. The professional opinions and geotechnical advice contained in this report are not intended to imply total performance of the project or guarantee that unusual conditions will not be discovered during or after construction. The scope of our investigation is limited to the area explored, which is shown on the site plan. The scope is based on the proposed development plans and standards normally used on similar projects in similar areas. A California Corporation I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: CI061 PAGE 2 PURPOSE AND SCOPE The purpose of our study was to evaluate the general overall geotechnical conditions on the site as they relate to the proposed development. Our studies included the following: I. Site reconnaissance to evaluate the general surface conditions on the site. 2. Research and review of available geologic data and general information pertinent to the site. 3. Excavation logging and sampling of four small diameter auger holes to evaluate the near surface geologic and soil conditions. 4. Laboratory testing and classification of samples obtained. 5. Geologic and soil engineering analysis of conditions and materials identified by our field and laboratory testing. 6. Evaluation of site seismicity and the associated risks and hazards. This report presents our findings, analysis and recommendations for site development as proposed, based on identified field conditions. PROPOSED DEVELOPMENT It is proposed to build a one to two story wood frame residence at or near existing grades. A guesthouse and a swimming pool are also planned. The residence is situated near the north-central portion of the site while the guesthouse is near the south portion of the site. Structural loads are anticipated to be typical for the type of structures proposed with relatively light wall loads on the order of 3 kips per lineal foot and coulum loads on the order of 50 kips. SITE DESCRIPTION AND BACKGROUND The site is principally in its natural condition. Site location is indicated on Figure I. ~KI~. I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: CI061 PAGE 3 At the time of exploration the proposed site consisted of gently sloping ground with overall gradients to the southeast. The site is bordered to the north, south and west by residential development. A future parcel and Rancho Santa Fe Road border the site to the east. The site is currently vacant and there are no obvious surface improvements. Vegetation consists oflow-lying grasses and weeds. Water Surface Water: Surface water on the site is the result of both incident precipitation and some run off from the sites uphill. All site drainage should be reviewed and designed by the project civil engmeer. Ground Water: We did not encounter ground water to the maximum depth excavated (6 feet). No natural ground water condition is known to be present which would impact site development. The actual ground water table is likely in excess of 20 feet below the ground surface of the pad. Localized seepage due to irrigation or heavy rainfall may occur. However, fluctuations in the level of groundwater can occur due to variations in rainfall, temperature, and other factors not evident at the time measurements were made and reported herein. Seismicity The site is in a seismically active region. There are no known active or potentially active faults within the immediate proximity of the site. The Rose Canyon Fault, about 6 miles southwest of the site, is the closest fault that is considered to be active. It represents the highest potential risk to generate ground shaking. The maximum credible ground accelerations from a 7.0 magnitude event on the Rose Canyon would be approximately 0.37g while the maximum probable event of6.0 magnitude would produce accelerations of approximately 0.2Ig. The acceleration would be no greater than for other nearby properties. Seismically resistant structural design in accordance with local building ordinances should be followed during the design of all structures. Building Codes (Uniform Building Code) have been developed to minimize structural damage. However, some level of ~KI~. I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: CI061 PAGE 4 damage as the result of ground shaking generated by nearby earthquakes is considered likely in this general area. Earth Materials Earth materials on the site consist of slopewash/alluvium deposits and sedimentary bedrock units at depth. The surficial soils (slopewash/alluvium) exposed near existing pad grade consist of dark brown to light brown silty to slightly silty sands. This material ranged from approximately 4 feet in the upper portion of the to at least 6 feet thick in the lower portion of the site (to the maximum depth explored). These soils are not suitable for support of structures or fill in their current condition. These materials can be removed and recompacted in structural fills. The bedrock underlying the slopewash/alluvial materials has been mapped as Del Mar Formation. The Del Mar is comprised of fine-grained materials consisting of clayey fine sands and silty clays. The clayey materials are considered to be expansive. Laboratory Testing Moisture-Densitv Relations: The laboratory maximum dry density and optimum moisture content for representative soil types were determined in general accordance with test method ASTM D-1557. The following table presents the results: SOIL DESCRIPTION MAXIMUM DRY DENSITY (PCF) 116.5 OPTIMUM MOISTURE (%) 11.5 A Light brown, slightly silty, fine to medium Sand EXDansion Index: Expansion testing has not been performed. The slopewash/alluvium is anticipated to produce mostly sandy low expansive soils. The Delmar formation should be considered to have a medium to high expansion potential. Expansion index testing should be performed on finish grade soils after the completion of grading. ~KI~. I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: CI061 PAGE 5 Fill Materials and Expansive Soil Some onsite materials will be expansive with potentiaIly high sulfate contents. The onsite soils should produce conventional soil fiIl. These materials should excavate and compact with typical construction procedures. CONCLUSIONS AND RECOMMENDATIONS Development of the site is feasible from a geotechnical viewpoint. Conditions on the site are such that some special considerations are warranted. These relate to the expansive nature and chemical characteristics of the soil materials. Special Consideration: It is our opinion that the site will lend itself to selective grading. It appears that sandy surficial soils would produce the most desirable fiIl and foundation material. As such it is recommended that efforts be made to blanket all structural areas with at least three feet of this material. Mining of the material may be warranted depending on site balancing. The clayey portions of the Delmar formation will produce expansive soil and if feasible should not be used at finished grade. Slopes: No Large cut or fiIl slopes are anticipated. Site Clearing Areas to be graded should be cleared of vegetation at the beginning of site earthwork. AIl debris should be properly disposed of off site. Removals AIl loose materials should be removed and recompacted in areas of proposed structures or fiIl placement. Removals will likely range from 4 to 6 feet deep and could be deeper. Depending on actual field conditions, depths may vary. If not created by removals, it would be necessary to provide a compacted fiIl blanket beneath the entire structure. If so a minimum of 3 feet should be overexcavated, the bottom scarified an additional 8 inches and recompacted. This would be warranted due to a cut-fiIl transition condition, variability within the bedrock or presence of native slopewash/aIluvium remaining in the pad area. ~KI~. I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March 11, 1999 Proj: C106l PAGE 6 Earthwork Construction Earthwork construction should be performed in accordance with the requirements of the City of Encinitas, the Uniform Building Code, and the attached Grading Guidelines. AI1 grading and earthwork construction performed on the site should be observed and tested by this office. Foundation Design and Construction Finalized foundation design and construction parameters can be provided at the completion of site grading. The foI1owing parameters maybe used for preliminary design purposes. Foundation Desi!!n: The foI1owing foundation design parameters have been developed based on the assumption that footings are founded entirely in either properly compacted fiI1 or bedrock and that the prescribed setbacks from descending slopes are maintained. It has also been assumed that the primary loads on the foundations are applied verticaI1y. In the event that these assumptions are incorrect, review of the specific conditions would be warranted. I. Bearing Capacity: a) An aI10wable bearing capacity of 2000 pounds per square foot, including both dead and live loads, may be utilized for, continuous and pad footings maintaining a minimum base width of 12 inches for continuous footings and a minimum bearing area of three (3) square feet (1.75 ft by 1.75 ft) for pad footings. Foundation systems should be founded at a minimum depth of 18 inches below the lowest adjacent finished grade. b) This value may be increased by 150 pounds per square foot for each additional foot of width or depth to a maximum of 2500 pounds per square foot. c) The aI10wable bearing may be increased by one-third when considering short-term live loads (e.g. seismic and wind loads). 2. Lateral Resistance: a) Passive earth pressure may be computed as an equivalent fluid having a density of 150 pounds per square foot per foot of depth, to a maximum earth pressure of 2000 pounds per square foot. b) A coefficient of friction between soil and concrete of 0.40 may be used with dead load forces. ~KI~. I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: C1061 PAGE 7 c) When combining passive pressure and frictional resistance, the passIve pressure component should be reduced by one-third. 3. Set Backs: a) The outside bottom edge of all footings for settlement sensitive structures should be set back a minimum of H/2 (where H is the slope height) from the face of any descending slope. The setback should be at least seven (7) feet and need not exceed 15 feet. b) Set backs exceeding those indicated might be warranted from the perimeters of daylight cut areas unless all surficial soils are removed and recompacted along these edges. c) The bottom of all footings for structures near retaining walls should be deepened so as to extend below a 1: 1 projection upward from the bottom inside edge of the wall stem. d) Any improvements not conforming to these setbacks may be subject to lateral movements and/or differential settlements. Foundation Construction: The following foundation construction parameters have been developed based on low expansive soils being placed within the upper three feet of pad grade, general conditions on the site, our understanding that the proposed structure will a be one to two story residence and our experience with similar types of construction. Structural plans have not been provided to us for review at this time. Alternative recommendations would be provided if expansive soils are placed near finished grade. Low Exoansive Soils (E.I. 21 - 50) 1) Footing depths: a) Exterior footings may be founded at a mInImum depth of 12 inches into compacted fill for one - story structures and 18 inches into compacted fill for two - story structures. Depth should be determined based on lowest adjacent grade. b) Interior footings should be founded at a minimum depth of 12 inches. Depth is below top of the nearest adjacent slab. A minimum penetration of 12 inches into the recommended bearing material should be maintained. ~KI~ I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March]], ]999 Proj: CI061 PAGE 8 c) Interior isolated pad footings should be founded at a minimum depth of 18 inches. The need to tie these to the main foundation should be evaluated by the structural engmeer. d) A grade beam 12 inches wide, founded at the same depth and similarly reinforced as the adjacent footings, should be constructed across any large openings (e.g. garage doors). 2) Footing Reinforcement: a) Footings should be reinforced with a minimum of two (2) no. 4 steel reinforcing bars; one bar should be positioned near the top of the footing and one bar positioned near the bottom of the footing. b) The project structural engineer should evaluate the need to reinforce isolated pad footings. 3) Concrete slabs: a) Concrete slabs should be a minimum of four (4) inches thick or as determined by the structural engineer. b) All slabs should be underlain with a minimum six (6) mil polyvinyl chloride membrane, sandwiched between two layers of clean sand at least two inches thick. Alternately, a 10 mil memembrane with 2 inches of sand under it and 1 inch of sand over it may be used. Care should be taken to adequately seal all seams and not puncture or tear the membrane. c) Reinforcing: i) Dwelling area slabs should be reinforced with a minimum 6 inch by 6 inch, No.lO by No. 10 welded wire mesh (6x6-W1.4xW1.4) or equivalent. ii) In slab areas exceeding 150 square feet and 10 feet in one dimension or in areas where ridgid (ceraimic tile, stone etc.) are planned #3 reinforcing barts on 18 inch centers in two directions should be considered. iii) Slab reinforcement should be properly supported on chairs or blocks to insure placement near the vertical mid-point of the slab. Hooking or pulling is not recommended. d) Stair or walkway slabs should be poured separately from the perimeter footings and a positive separation with expansion joint material maintained. ~KI~. I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: CI061 PAGE 9 4. Sub grade Moisture: a) Specific moisture conditioning is recommended for these soil conditions. Presoaking should be anticipated. The moisture content of sub grade soils should be at least optimum moisture to a depth of at least 12 inches below pad grade. This can require an extended period oftime to achieve. Our representative prior to placing visqueen Or reinforcing steel should verify moisture content. (This requirement may be waived for certain soil conditions.) b) If the vapor barrier is not placed within 24 hours and/or concrete is not poured within 96 hours of testing, the moisture tests should be considered invalid unless evaluated otherwise by this office. The foundation contractor should be responsible to request additional verification/testing. Additional presoaking may be necessary. 2) Special Consideration: Any interior floor level changes can result in undesirable moisture conditions over time. The contractor should evaluate what extent of moisture/water proofing is needed to prevent undesirable moisture conditions. We would be pleased to provide consultation regarding this, if requested. Footinl! Trench Observation All footing trench excavations should be observed by a representative of this office to check for compliance with the recommendations prior to the placement of reinforcement. It would likely be necessary to perform this observation following compaction of the interior utility trenches. Alternative Foundation Desien: As an alternative to the above design and construction procedures, properly designed post-tensioned foundation systems may be used for the structure. Design parameters can be provided upon request. Conventional Retaining Wall Design and Construction Recommendations below may be applied to typical masonry Or concrete vertical retaining walls to a maximum height of ten (10) feet. Additional review and recommendations should be requested for higher walls. Additional recommendations should also be requested for design of gravity wall systems, as the recommendations offered below are not applicable to such systems. ~KI~ I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: C1061 PAGE 10 Recommendations were developed assuming that wall backfill placed within a I to I projection behind any wall is comprised of relatively free draining low to medium expansive soils which are properly compacted (90% relative compaction at optimum moisture or higher). Use of other materials might necessitate revision to the parameters provided and modification of wall designs. The following criteria may be applied to retaining wall design: Foundation Desi~n: Foundations for vertical masonry and poured concrete retaining walls may be designed and constructed using recommendations in the "Foundation Design" discussion presented earlier. Restrained Retaininl! Walls: Any retaining wall that will be restrained prior to placing backfill or walls that have male or reentrant comers, should be designed for at-rest soil conditions using an equivalent fluid pressure of 60 pcf, plus any applicable surcharge loading. For areas having male or reentrant comers, the restrained wall design should extend a minimum distance equal to twice the height ofthe wall laterally from the comer. Cantilevered Walls: Active earth pressures may be used for design of cantilevered walls. An equivalent fluid pressure approach may be used to compute the horizontal pressure against the wall. The appropriate fluid unit weights are given below for specific slope gradients of the retained material. SURFACE SLOPE OF EQUIVALENT FLUID RETAINED MATERIALS PRESSURE (HORIZONTAL TO VERTICAL) IPCf) LEVEL 30 2TO I 45 These equivalent fluid weights do not include other superimposed loading conditions such as expansive soil, vehicular traffic, structures, seismic conditions or adverse geologic conditions. Wall Backfill and Drainal:e: Backfill placed within a I to I projection behind any wall should be comprised of relatively free draining low to medium expansive soils which are properly compacted (90% relative compaction). Use of other materials might necessitate revision to the ~KI~ I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: C1061 PAGE II parameters provided and modification of wall designs. If granular (e.g. gravel) is used as backfill, mechanical compaction is recommended. The surface of the backfill should be sealed by pavement or the upper 24 inches be comprised of compacted native soils. Proper surface drainage needs to be provided and maintained. Retaining walls should be provided with an adequate pipe and gravel back drain system to prevent build up of hydrostatic pressures. Backdrains should consist of a four (4) inch diameter perforated collector pipe embedded in a minimum of one (I) cubic foot per lineal foot of 3/8 to 1 inch clean crushed rock or equivalent, wrapped in filter fabric. A minimum of two outlets should be provided for each drain section. On longer drain runs, efforts should be made to provide outlets at 50 feet maximum intervals. As an alternate to the collector pipe, weep holes at 10 to 15 feet O.c. could be provided. Walls from two (2) to four (4) feet high may be drained using localized gravel packs behind weep holes at ten- (10) feet maximum spacing (e.g. approximately 1.5 cubic feet of gravel in a woven plastic bag). Backdrainage can be eliminated behind retaining walls less than two (2) feet high. Weep holes should be provided or the head joints omitted in the first course of block extended above the ground surface. Backdrains are not intended to and do not prevent minor water seepage through a wall. The degree of water or damp proofing should be evaluated and appropriate measures taken. Cement Type and Concrete Placement Based on our general experience in the area the on site soils may contain sulfate content such that sulfate resistant concrete is necessary. Actual soils exposed near pad graded should be tested at the completion of grading. The concrete contractor should follow UBC and ACI guidelines regarding design, mix, placement and curing of the concrete. Cracking of concrete is typical and should be anticipated. The extent of cracking will depend on numerous factors. Steps to minimize and or control cracking should be considered. If desired we could provide testing of the concrete during construction. The level of testing is rather arbitrary, as it is not generally required for this type of construction. Concrete slump and compression tests on cylinders would be the minimal level of testing for this site. This testing would be provided as requested. This testing does not eliminate ~KI~. I I I .1 I II I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: CI061 PAGE 12 the potential for cracks to occur; however, it will reduce the potential for cracks as the result of certain causes. Concrete Flatwork Exterior concrete flatworks (patios, walkways, driveways, etc.) are some of the most visible aspects of site development. They often receive the least level of quality control, being considered "non-structural" components. Cracking of these features is fairly common due to various factors while cracking is not usually detrimental it is unsightly. As such, we suggest that the same standards of care be applied to these features as to the structure itself. The following should be considered: I) For narrow (<5feet) sidewalk areas, weakened plane joints are recommended at maximum 15 feet intervals with troweled groves every 5 feet. Other types of joints could be considered but this can serve as a general guideline. 2) Minimum thickness of sidewalks - 4 inches. 3) Minimum thickness of concrete driveways - 5.5 inches. 4) All concrete flatwork should be reinforced with 6 inch by 6 inch, No. 6 by No.6 welded wire mesh or the equivalent. 5) Concrete slabs should be provided with control joints to help mInImIze random cracking. The more closely spaced these joints the more effective they will be in providing crack control. Consideration should be given to placing these joints at maximum eight (8) feet centers in two directions and with as even spacing as possible based on the surface configuration. 6) The concrete contractor should follow UBC and ACI guidelines regarding design, mix, placement and curing of the concrete. Utility Trench Construction and Backfill Utility trench excavation and backfill is the contractor's responsibility. The geotechnical consultant typically provides periodic observation and testing of these operations, on an on-call basis so only portions of the actual work is observed. While, efforts are made to make sufficient observations and tests to verify that the contractors' methods and procedures are adequate to achieve proper compaction, it is typically impractical to observe all backfill procedures. As such, it is critical that the contractor use consistent backfill procedures. ~KI~ rl I I I I I i I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March 11, 1999 Proj: CI06I PAGE 13 1. Trenches for all utilities should be excavated in accordance with CAL-OSHA and any other applicable safety standards. Safe conditions will be required to enable compaction testing of the trench backfill. 2. All utility trench backfill in slopes, structural areas, streets and beneath all flatwork or hardscape should be brought to near optimum moisture and compacted to at least 90 percent of the laboratory standard. Neither flooding nor jetting is recommended for native soils. 3. Flooding or jetting may be used with select sand having a Sand Equivalent (SE) of 30 or higher in shallow (12+ inches) under slab interior trenches. The water should be allowed to dissipate prior to pouring slabs. 4. Sand backfill should not be allowed in exterior trenches adjacent to and within an area extending below a I: I projection from the outside bottom edge of a footing, unless it is similar to the surrounding soil. 5. Care should be taken not to place soils at high moisture content within the upper three feet of the trench backfill in paved driveway or street areas, as overly wet soils may impact sub grade preparation. Construction Observations This office should be notified in advance of any additional fill placement, regrading of the site, or trench backfilling after rough grading has been completed. We should be contacted to verify that utility trenches are compacted with testing provided as considered necessary . Footing trenches should be observed by our representative prior to placing steel to check for proper width and depth. A second observation should be requested prior to pouring concrete. The local building department in some jurisdictions may provide these observations. When recommended the presoaking of under slab areas should be checked within 48 hours prior to pouring concrete. If requested we can also provide slump testing and casting of concrete cylinder during construction. The cylinders would subsequently be broken to determine compressive strength. ~KI~. I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: Cl061 PAGE 14 Efforts will be made to accommodate all requests for field observations in a timely manner and can usually be accommodated with 24 hour notice. However, at least two (2) full working day advanced notice may be required to schedule our personnel for any field observations, five (5) day advanced notice is needed for full time services. Failure to provide adequate notice may result in our personnel not being available and delays to the job progress. Additional Grading Footing trench spoil and any excess soils generated from utility trench excavations should be compacted to a minimum relative compaction of 90 percent if not removed from the site. Landscape Maintenance and Planting Water has been shown to weaken the inherent strength of soil, and slope stability is significantly reduced by overly wet conditions. Positive surface drainage away from graded slopes should be maintained and only the amount of irrigation necessary to sustain plant life should be provided for planted slopes. Overwatering should be avoided. Care should be taken when adding soil amendments to avoid excessive watering. Leaching as a method of soil preparation prior to planting is not recommended. Graded slopes constructed within and utilizing onsite materials could be erosive. Weathering may increase the potential for erosion and or shallow slump features to occur especially if the vegetation has not been well established. Eroded debris may be minimized and surficial slope stability enhanced by maintaining a suitable vegetation cover. Plants selected for landscaping should be lightweight, deep-rooted types that require little water and are capable of surviving the prevailing climate. An abatement program to control ground-burrowing rodents should be implemented and maintained. This is critical as burrowing rodents can decreased the long-term performance of slopes. It is common for planting to be placed adjacent to structures in planter or lawn areas. This will result in the introduction of water into the ground adjacent to the foundation. This type of landscaping should be avoided. If used then extreme care should be exercised with regard to the irrigation and drainage in these areas. Waterproofing of the foundation and/or subdrains may be warranted and advisable, we could discuss these issues if desired, when plans are made available. ~KI~. ,. . . . . . . . . . . . . . . . . . . Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March 11, 1999 Proj: Cl061 PAGElS Drainal:e The need to maintain proper surface drainage and subsurface systems can not be overly emphasized. Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled down any descending slope. Water should be directed away from foundations and not allowed to pond or seep into the ground. Pad drainage should be directed toward approved area(s). Positive drainage should not be blocked by homeowner improvements. Homeowners should be aware of potential problems that could develop when drainage is altered through construction of retaining walls, pools, spas, flatwork or other improvements. Even apparently minor changes or modifications can cause problems. It is the homeowner's responsibility to maintain and clean drainage devices on or contiguous to their lot. In order to be effective, maintenance should be conducted on a regular and routine schedule and necessary corrections made prior to each rainy season. Plan Review As final plans are developed they should be submitted to this office for review and clarification of recommendations. All grading and earthwork construction performed on the site should be observed and tested by this office. If conditions were found to differ substantially from those stated, appropriate recommendations would be offered at that time. LIMITATIONS The materials observed on the project site appear to be representative of the area; however, soil and bedrock materials vary in character between excavations and natural outcrops or conditions exposed during site construction. Site conditions may vary due to seasonal changes or other factors. GeoTek Insite, Inc. assumes no responsibility or liability for work, testing or recommendations performed or provided by others. Our opinions have been derived in accordance with current standards of practice and no warranty is expressed or implied. Standards of practice are subject to change with time. Recommendations presented are based on the scope of work performed, they are professional opinions which are limited to the extent of the available data. ~KI~ I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Limited Preliminary Geotechnical Investigation Encinitas, California March II, 1999 Proj: C1061 PAGE 16 The opportunity to be of service is greatly appreciated. If you have any questions concerning this report or need further assistance, please do not hesitate to contact either of the undersigned. Respectfully Submitted, GeoTek Insite, Inc. Jeff P. Blake Project Geologist Timothy E. Metcalfe, CEG 1142 Principal Geologist Chris E Lillback, RCE 35007 Project Engineer Enclosures: Boring Logs of Auger Holes Boring Location Map Appendix I-Grading Guidelines Distribution: (6) Addressee ~KI~. I I I I I I I I I I I I I I I I I I I GeoTek Insite, Inc. HAND AUGER LOG PROJECT: Eneinitas LOCATION: Eneinitas CLIENT: Heritage HomeBuilders HAND AUGER NO: 1 SHEET 1 OF 1 - - SAMPLE METHOD: Hand Auger C1061 PROJECT: EXCAVATION DATE: 3/4/99 SAMPLES M D o c B 10 E B R DRY S N U P U I L UNIT T T S MATERIAL DESCRIPTION AND COMMENTS T 0 WT. U E C L N R N H K G W E T S 1FT) S (pel (%) - Slopewash/Alluviurn 8M @O-2': Brown, moist, loose, silty fine grained sand with trace of clay - 1- - 2- @2-6': Light Yellow Brown, very moist to wet, loose, silty fine to medium graine1j sand SP.SM - 3- - 4- - 5 - - 6 Total Depth = 6 Feet - No Groundwater Encountered 7- - 8- - 9- f-- 10 I-- e- II f-- f-- 12 - - 13 - - 14 - - 15 - - 16 - - 17 - - 18 - - 19 - - 20 - I I I I I I I I I I I I I I I I I I I GeoTek Insite, Inc. HAND AUGER LOG PROJECT: Encinitas LOCATION: Encinitas CLIENT: Heritage HomeBuilders 2 1 C1061 HAND AUGER NO: SHEET SAMPLE METHOD: OF PROJECT: EXCAVATION DATE: 3/4/99 SAMPLES M D o c B '0 E B R DRY S , U P U I L UNIT T T S MATERIAL DESCRIPTION AND COMMENTS T 0 WT. U E C L N R N H K G W E T S 1FT) S (pel (%l - Slo~sh/Alluvium SM @O-3': Brown, moist. loose, silty fine grained sand - 1 - - 2- - 3- @3-S': Tan, moist, loose to medium dense, silty fine grained sand SP-SM - 4- - 5 - - -- - -- ---- -- Dei Mar Formation - @5-6': light Orangistl Brown, moist, medium dense, silty fine to medium grained sand SM 6 - Total Depth = 6 Feet 7- No Groundwater Encountered - 8- - 9- - 10 - - 11 - - 12 - - 13 l- I-- 14 l- I- 15 I-- I- 16 I-- - 17 - - 18 - - 19 - - 20 - I I I I I I I I I I I I I I I I I I I GeoTek Insite, Inc. HAND AUGER LOG PROJECT: Encinitas LOCATION: Encinitas CLIENT: Heritage HomeBuilders 3 1 C1061 HAND AUGER NO: SHEET SAMPLE METHOD: OF PROJECT: EXCAVATION DATE: 3/4/99 SAMPLES M D o c B 10 E B R DRY 5 N U P U I L UNIT T T S MATERIAL DESCRIPTION AND COMMENTS T 0 \NT. U E C L N W " N H K G E T S 'FT' S (ncf) (%) - Slooewash/Alluviurn - SM @O-1.5'; Brown, moist, loose, silty fine grained sand 1- Sp.SM @1.5-3': Yellow Brown, very moist, silty fine grained sand 2- X - 3- - -- - -- ---- -- - SM.SC Del Mar Formation 4- @3-4': Light Orangish Brown, moist. medium dense, silty fine grained sand with pale gray clay - 5- CL @4-6': Pale Green. moist to very moist, very stiff clay with irregular shaped patctles of Light - Orangish Brown fine grained sand 6 - Total Depth = 6 Feet 7- No Groundwater Encountered - 8- - 9- - 10 - - 11 - - 12 - - 13 l- I- 141- I-- 15 l- I-- 161-- 1- 171- I- 161-- I- 191-- I-- 20 I- II I I I I I I I I I I I I I I I I I I GeoTek Insite, Inc. HAND AUGER LOG PROJECT: Encinitas LOCATION: Eneinitas CLIENT: Heritage HomeBuilders HAND AUGER NO: 4 SHEET 1 SAMPLE METHOD: C1061 OF PROJECT: EXCAVATION DATE: 3/4/99 SAMPLES M D o c 8 I 0 E 8 R DRY 5 N U P U I L UNIT T T S MATERIAL DESCRIPTION AND COMMENTS T L N 0 m. U E C < N H K G W E T S IFTl S (pel ('!o) - Slooewash/Alluviurn 5M @041': Brown, moist, loose, silly fine grained sand - 1- 5M @1-2.5': Yellow Brown, moist to wet, loose, silly fine grained sand with trace of clay - 2- - 3- @2,5-3.5': Tan, moist, loose to medium derIse, silty fine grained sand with trace of clay - @3.5-6': Yellowish Brown, moist to very moist, loose to medium dense, silty fim~ grained sand $P-SM 4- - 5- - 6 - Total Pepth = 6 Feet No Groundwater Encountered 7- f-- 8f-- I-- 9- - 10 - - 11 - - 12 - - 13 - - 14 - - 15 - - 16 - - 17 - - 18 - - 19 - - 20 - ~ 31Vld . iMill )I 9€-06€-S9Z Nd'V Z ~ol sJapl!nqawoH a6e'lJaH del/ll uo!~e:>ol 6u!J08 .tJo~eJOldx3 , -9 , '0 ;:. , ." U .... ) ~ 10 ~~ " A ~ ~ ~ ~ ~ < It 0 ~ ~ ~ ~ ~ ~ " { i~ \!J ~'l: l.o '1' ~ ~~ ~ ~ ' I ~C'~ /; /(;~=~ T~-- ~ ~ I ,~- , I ! I I ( - , -- - - - , , .... ..... .... / , "- '\ "\ " \- ''C.- >J>><J.r';:::i-- - - - -~ 1"0<1\, ~ \ s~ I I I , , ~ r , -~ \\ \i-: . I I I \ I I I I I I I \' I , I J J I '-"'I I \t, j I :\ I I , 0, I " I, III , \ N ~ ~~ , , \ \ . ' \ , ' I. - I' -'-'-- 1;'/ - -=- --., ./ - - - ....4--=< ./ --- -- - - -- \ \ ',. -- - - - - - - - - - - - \ \ \ '- - - - - - - - - .. - - - , . ,\'.'--~- \ '-..- - - '-- - ~ . -- ----~ I I I I I I I I I I I I I I I I I I I Appendix I Grading Guidelines I I I I I I I I I I I I I I I I I I I STANDARD GRADING GUIDELINES FOR MINOR EARTH WORK Site grading should be performed to at least the minimum requirements of the governing agencies, the Uniform Building Code and the guidelines presented below. Site Clearing Trees, dense vegetation, and other deleterious materials should be removed from the site. Non organic debris or concrete may be placed in deeper fill areas under direction of the Soils Engineer. Prudent efforts should be made by the contractor to remove all organic or other deleterious material from the fill. This is especially important when grading is occurring near the natural grade. All operators should be aware of these efforts. Even the most diligent efforts may result in the incorporation of some materials. Laborers may be required as root pickers. Suhdrainage Subdrains are not anticipated in conjunction with the proposed grading. Should conditions be encountered warranting subdrain placement, specific recommendations will be offered. Treatment of Existing Ground 1. All heavy vegetation, rubbish and other deleterious materials should be disposed of off site. 2. All loose and compressible materials (including weathered rock, deposits of alluvium and colluvium, poorly compacted or weathered fill, etc.) should be removed unless otherwise indicated in the text of this report. Deeper removals than indicated in the text of the report may be necessary due to saturation during winter months, as the result of changes over time or due to variations in the subsurface. 3. Subsequent to removals, the ground surface should be processed to a depth of six inches, moistened to near optimum moisture conditions and compacted to fill standards. 4. Exploratory test excavations (backhoe or dozer trenches) still remammg after completion of basic removals should be excavated and filled with compacted fill if they can be located. I I I I I I I I I I I I I I I I I I I Fill Placement It should be realized that proper fill compaction is largely procedural and is the responsibility of the grading contractor. Testing and observation by the Soil Engineer, while helpful to evaluate the efforts of the contractor, should not be considered as a substitute for proper and consistent procedures. Compaction testing is specific to the test location; variable test results could be obtained in other locations. Technicians typically do not see all that occurs during construction. Deviation from the procedures found to produce adequate test results might result in inadequate compactive efforts. The need for properly maintained equipment and trained personnel operating it, cannot be over emphasized. I) On site soil and bedrock may typically be used for compacted fill; however, some special processing, placement or handling may be required (see report). 2) Material used in the compacting process should be evenly spread, moisture conditioned, processed, and compacted in thin lifts not to exceed six (6) inches in thickness to obtain a uniformly dense layer. The fill should be placed and compacted in nearly horizontal layers, unless otherwise found acceptable by the Soils Engineer. 3) If the moisture content or relative density varies from that acceptable to the Soils Engineer, the Contractor should rework the fill until it is in accordance with the following: a) Moisture content of the fill should typically be at or above optimum moisture. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut or removal areas should be considered in addition to watering during fill placement, particularly in clay or dry surficial soils. b) Each six-inch layer should be compacted to at least 90 percent of the maximum density in compliance with the testing method specified by the controlling governmental agency. In this case, the testing method is ASTM Test Designation D-1557-91. 4) Side-hill fills should have an equipment-width key at their toe excavated through all surficial soil and into competent material and tilted back into the hill. As the fill is elevated, it should be benched through surficial soil and slopewash and into competent bedrock or other material deemed suitable by the Soils Engineer. 5) Rock fragments less than eight inches in diameter may be utilized in the fill, provided: a) They are not placed in concentrated pockets; b) There is a sufficient percentage of fine-grained material to surround the rocks; c) The distribution of the rocks is observed by and acceptable to the Soils Engineer. 6) Rocks greater than eight inches in diameter should be taken off site, or placed in accordance with the recommendations of the Soils Engineer in areas designated as suitable for rock disposal. ~KI~. I I I I I I I I I I I I I I I I I I I 7) In clay soil large chunks or blocks are common; if in excess of eight (8) inches minimum dimension then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be used to break the up blocks. 8) The Contractor should be required to obtain a minimum relative compaction of 90 percent out to the finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting back to the compacted core, or by direct compaction of the slope face with suitable equipment. Given the low height of slopes on this project overbuilding the slope and cutting back to the compacted core is recommended. Other methods should be discussed with and accepted by this firm prior to implementing. 9) Fill over cut slopes should be constructed in the following manner: a) All surficial soils and weathered rock materials should be removed at the cut-fill interface. This will generally result in the cut-fill catch point or daylight line being at least several feet lower than the elevation indicated on the plans. b) A key at least one (I) equipment width wide and wide enough to accommodate the method of compaction used should be excavated into competent materials and observed by the soils engineer or his representative. The key should be tilted at least I foot into slope. c) The cut portion of the slope should be roughed out leaving the slope about three (3) feet "fat", to evaluate if stabilization of the cut section is necessary. If the contractor decides to place the fill prior to cut excavation, then he should be responsible for any additional earthwork created by the fill placement and due to the need to stabilize the cut portion of the slope. 10)Transition lots (cut and fill) and lots above stabilization fills should be capped with a minimum three foot thick compacted fill blanket. Deeper overexcavation may be recommended in some cases. II )Cut pads should be observed by the Engineering Geologist to evaluate the need for overexcavation and replacement with fill. This may be necessary to reduce water infiltration into highly fractured bedrock or other permeable zones, and/or due to differing expansive potential of materials beneath a structure. The overexcavation should be at least three feet. Deeper overexcavation may be recommended in some cases. 12)In cut areas exploratory test excavations (backhoe or dozer trenches) remaining after completion of cut excavation and removal of all surficial soils and weathered rock materials should be excavated and filled with compacted fill if they can be located. Treatment of borings can be determined during construction. ~KI~. I I I I I I I I I I I I I I I I I I I Grading Observation and Testing I) Observation of the fill placement should be provided by the Soils Engineer during the progress of grading. 2) In general, density tests would be made at intervals not exceeding two feet of fill height or every 1,000 cubic yards of fill placed. These criteria will vary depending on soil conditions and the size of the fill. a) In any event, an adequate number offield density tests should be made to evaluate if the compactive efforts used by the contractor are such that the required compaction and moisture content is generally being obtained. b) As proper fill compaction is largely procedural, adequate test results should not be considered as a substitute for proper procedures. This testing is, by its nature, specific to the test location. Variable test results could be obtained in other locations. 3) Density tests may be made on the surface material to receive fill, as required by the Soils Engineer. 4) Cleanouts, processed ground to receive fill, key excavations, subdrains and rock disposal should be observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to notifY the Soils Engineer when such areas are ready for observation. 5) An Engineering Geologist should observe subdrain construction. 6) An Engineering Geologist should observe benching prior to and during placement of fill. JOB SAFETY General: Job safety is of primary concern. The following outlines safety considerations for use by all employees on multi-employer construction sites. On ground personnel are at highest risk of injury and possible fatality on grading construction projects. The company recognizes that construction activities will vary on each site and that job site safety is the contractor's responsibility. However, it is imperative that all personnel be safety conscious to avoid accidents and potential injury. In an effort to minimize risks associated with geotechnical testing and observation, the following precautions are to be implemented for the safety of our field personnel on grading and construction projects. I) Safety Meetings: Our field personnel are directed to attend the contractor's regularly scheduled safety meetings. ~KI~. I I I I I I I I 'I I I I I I I I I I I 2) Safety Vests: Safety vests are provided for and are to be worn by our personnel where warranted. 3) Safety Flags: Two safety flags are provided to our field technician; one is to be affixed to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits. In the event that our personnel do not follow the above, we request that the contractor contact our office. Test Pits Location. Orientation and Clearance: The technician is responsible for selecting test pit locations. The primary concern is the technician's safety. However, it is necessary to take sufficient tests at various locations to obtain a representative sampling of the fill. As such, efforts will be made to coordinate locations with the grading contractors' authorized representatives (e.g. dump man, operator, supervisor, grade checker, etc.), and to select locations following or behind the established traffic pattern, preferable outside of current traffic. The contractors authorized representative should direct excavation of the pit and safety during the test period. Again, safety is the paramount concern. Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates that the fill be maintained in a driveable condition. Alternatively, the contractor may opt to park a piece of equipment in front of the test pits, particularly in small fill areas or those with limited access. When taking slope tests, the technician should park their vehicle directly above or below the test location on the slope. The contractor's representative should effectively keep all equipment at a safe operation distance (e.g. 50 feet) away from the slope during testing. The technician is directed to withdraw from the active portion of the fill as soon as possible following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly visible location. In the event that the technician's safety is jeopardized or compromised as a result of the contractor's failure to comply with any of the above, the technician is directed to inform both the developer's and contractor's representatives in writing. If the condition is not rectified, the technician is required, by company policy, to immediately withdraw and notifY their supervisor. The grading contractor representative will then be contacted in an effort to effect a solution. No further testing will be performed until the situation is rectified. Any fill placed in the interim can be considered unacceptable and su~ject to reprocessing, recompaction or removal. In the event that the soil technician does not comply with the above or other established safety guidelines, or if the contractor feels the technician, in any way, acts in an unsafe ~KI~. I I I I I I I I I I I I I I I I I I I manner, we request that the contractor bring this to the technicians attention and if not rectified, notify the project manager or our office. Effective communication and coordination between the contractors' representative and the field technician(s) is strongly encouraged in order to implement the above safety program and safety in general. The safety procedures outlined above should be discussed at the contractor's safety meetings. This will serve to inform and remind the equipment operators of these safety procedures particularly the zone of non-encroachment. Trench Safety: It is the contractor's responsibility to provide safe access into trenches where compaction testing is needed. Our personnel are directed not to enter any excavation which: I) is 5 feet or deeper unless shored or laid back, 2) displays any evidence of instability, has any loose rock or other debris which could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless of depth. All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored or laid back. Trench access should be provided in accordance with OSHA standards. Our personnel are directed not to enter any trench by being lowered or "riding down" on the equipment. If the contractor fails to provide safe access to trenches for compaction testing, our company policy requires that the soil technician withdraw and notify their supervisor. The contractors' representative will then be contacted in an effort to effect a solution. All backfill not tested due to safety concerns or other reasons could be subject to reprocessing and/or removal. ~KI~ ...... I I I I I I I I I I I I I I I I I I I 1384 Poinsettia Ave Suite A, Vista, CA 92083 (760)599-0509 FAX (760) 599-0593 Geotechnical Environmental K IN SITE , NC. Materials August 17, 1999 Project: CI061 Heritage Homebuilders 2420 Grand Avenue Vista, California 92083 Attention: Mr. Dan Partin Subject: Response to Review Comments Reference: Limited Geotechnical Investigation Lot 2, APN 265-390-08 Rancho Santa Fe Road Encinitas. California dated March 11, 1999 - " ...~ Dear Mr. Partin: We have received the review comments from the city ofEncinitas and have addressed each item shown in red on the first submittal. We have identified items by page and location so they can be correlated to the reviewer's comments. 1. Page I, first paragraph, sixth word. The word of should be deleted from the sentence as the reveiwer noted. 2. Page 4, second paragraph of "Earth Materials", third line, eighth to tenth words. The sentence should read "of the site, to" instead of of the to. 3. Page 4, second paragraph of "Earth Materials", fifth line, tenth word. Insert Should to replace can. 4. Page 4, "Clarify Recommendations" comment between paragraph two and three of "Earth Materials". Removal Recommendations are stated on page 5 under the heading "Removals." "Removals will likely range from 4 to 6 feet deep and could be deeper. Depending on actual field conditions, depths may vary." 5. Page 4, third paragraph of "Earth Materials", last sentence. The last sentence is an opinion that the condition ofthe soil is expansive. Recommendations are expressed in the "Conclusions and Recommendations" section starting on page 5. ARIZONA CALIFORNIA NEVADA UTAH I I I I I I I I I I I I I I I I I I I Heritage Homebuilders Response to Review Comments Encinitas, California August 17, 1999 Project: C1061 Page 2 6. Page 4, Expansion Index testing has not been performed. Comment "Why Not?" As stated in the last sentence of the paragraph it was and is our opinion that expansion testing should be performed on finish grade soils after completion of grading. The clay soils on site are obviously expansive, the sandy soils are obviously very low to low expansion. 7. Page 4, Comment at the bottom of the page" If expansive soils were encountered, is it not desireable (sic) to determine how proposed structures will be affected? "Address." This issue is addressed in the "Special Consideration" section on page 5 and the "Foundation Design and Construction" section on pages 6 and 7. 8. Page 5, first paragraph comment on "Recommendations for use" for potentially high sulfate content soils. This issue is addressed on page I 0, "Cement Type and Concrete Placement." Actual soils exposed near pad grade should be tested at completion of grading. 9. Page 5, First paragraph of "Conclusions and Recommendations". Comment "Clarify and Elaborate." This is the introductory paragraph to the section, the rest of the section (pages 5- 15 and Appendix I) are intended to both clarify and elaborate on the comment. 10. Page 5, "Special Considerations", third line, words three to five have a red line through them with a "?" above. We assume that this is asking what if the effort is not made in which case it would be necessary to design for expansive soils. I I. Page 5, "Special Consideration" comment "Compaction Recommendations?" between first and second paragraph of this section. This issue is addressed in "Earthwork Construction", page 6, first paragraph. 12. Page 5, "Special Consideration", second paragraph circles the words is feasible with comment "Clarify under what conditions these soils will be suitable for use." This issue is addressed on page 7, the section titled "Foundation Construction". The following foundation construction parameters have been developed based on low expansive soils being placed within the upper three feet of pad grade ...Alternate recommendations would be provided if expansive soils are placed near finished grade. 13. Page 5, "Slopes" comment, "Key Recommendations". The lack of existing slopes and potentially only minor fill slopes led us to conclude that special recommendations for a key for the slopes was not necessary at this site beyond the anticipated removals. Standard Grading Guidelines are covered in Appendix I. I I I I Heritage Homebuilders Response to Review Comments Encinitas, California August 17, 1999 Project: CI061 Page 3 14. Page 5, "Removals" first line comment "to 1.. %". This issue is addressed on page 6, "Earthwork Construction and Appendix I". 15. Page 5, "Removals" last line first paragraph comment, "Removal required beyond building footprint?" Clarify." Removals should extend for a minimum distance of five horizontally beyond the footprint of the building. I 16. Comment written vertically on left side of Page 5. We have provided specific recommendations in this report for the remedial grading anticipated at this site. We have not attempted nor believe it is practical to provide recommendation for any and all remedial grading that might be required. We had stated on page 15 under"Plan Review" that "If conditions were found to differ substantially from those stated, appropriate recommendations would be offered at that time ". I I I I I I I I I I I I We appreciate the opportunity to be of service to you on this project. If you should have any questions concerning this letter please do not hesitate to contact us at your convenience. Very truly yours GeoTek Insite Inc. J ey P Blake roject Geologist Distribution: (3) (4) Addressee Bucola Engineering, Attn. Rich Vaughn ~ C!:. l'l\ \1\ .~ ...... 'N ~ ~ iY'~. '''''-.... .~- ~'~.. ... ~f'1>...~.:~~"'T~~: -f'i#..:..:~,. .~ -<;710 :g'o ;\f ;, " .-1"'lt "~h ---.-:i. ~ .,.. ~..~ <r!. :;:-~.~>~< \--j!{> NoText NoText NoText NoText NoText NoText NoText