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Home My WebLink AboutCT 02-03; La Costa Oaks So PA 3.12/13; Hydrology study for construction change; 2003-09-08HUN SAKE R &ASSOCIATES SAN DIEGO, INC. PLANNING ENGINEERING SURVEYING IRVINE LOS ANGELES RIVERSIDE SAN DIEGO MEMORANDUM Date: September 8, 2003 To: John Maashoff, City of Carlsbad From: Anabella Hedman Subject: The Oaks South - Neighborhoods 3.12 and 3.13 Attached you will find all supporting documents and calculations for the proposed construction change in the Oaks South- Neighborhoods 3.12 and 3.13 project site. The proposed construction change recommends the removal of a Type "F" catch basin located west of Sitio Lima. All runoff which was conveyed by the catch basin (drainage area shown in red on the attached hydrology map) will be re-routed into an existing headwall located northeast of the La Costa Avenue- Paseo Tamarindo intersection (drainage area shown in green in the attached hydrology map.) All hydrology date was obtained from the "/Wass Grading Hydrology Study for Villages of La Costa, Neighborhoods 3.10-3.15 and Avenida Junipero," dated December 24, 2001. All calculations supporting the proposed construction change are also included. DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO Thank you very much for your attention to this matter. 10179 Huennekens St. San Diego, CA 92121 (858) 558-4500 PH (858) 558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com AH:smm k:\2352\2003\e64.doc W.O. 2352-40 9/8/03 11:04 AM I CHART 1 o {«) (2) (3) p-«. •URIM or I^MUe MAM JM. IM3 HSAOWATER SCAUCS 2a3 Rcvtsao. kuer a«4 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL 181 u BEARING/DELTA RADIUS LENGTH REMARKS / 90'38'47" 30.00' 47.46' 6" TYPE G C&G 2 N 54*40'00" W 165.87' 6" TYPE G C&G ' J ^ N 54-40'00" W 158.53' 6" TYPE G C&G 4 99'05'00" 30.00' 51.88' 6" TYPE G C&G 5 82'49'09" 30.00' 43.36' 6" TYPE G C&G N 16'45'00'' W 17.64' 6" TYPE G C&G 7 N 16'45'00" W 43.01' 6" TYPE G C&G ^"'a2'59'^3''~" 30.00' 43.46' 6" TYPE G C&G SEWER DATA O BEARING/DELTA RADIUS LENGTH REMARKS 1 N 5a'57'33" W 34.11' 8" PVC 2 4'17'33'' 200.00' 14.98' 8" PVC J N 54*40'00" W 200.79' 8" PVC 4 N / 6*45'00 ' W 93.75' 8" PVC STORM DRAIN o BEARING/DELTA RADIUS LENGTH REMARKS 7 N 54*40'00" W 65.76' 36" RCP 1350-D* 2 N 54*40'00" W 161.87' 24" RCP 1350-D* 3 N 54'4d'00'' W 26.06' 18" RCP 1350-D 4 N 35'20'00" E 5.25' 24" RCP 1350-D* 5 N 20'15'54" E 28.22 18" RCP 1350~D* 6 N 17'58'43.5" W 92.60' 24" CMP (TEMP)* 7 84'42'58" 22.50' ** 33.27' 24" RCP 1350-D ""'a' N ? 6*45'00" W 28.58' 24" RCP 1350-D g N 16'45'gO''W ..,55.56' , 24",^RCP 1350-D* no N 7J'?5'0d" E ' IS' RCP 1350-0^ hJ /J^'S'OO" £ 1 S O ' iVP'/c . WATER DATA "a BEARING/DELIA RADIUS LENGTH REMARKS N 60 06'20" W 20.00' 10" PVC CL 150 2 ^~WW40'43"'W 18.04' 10" PVC CL 150 N 54'40'cd'' W 162.33' 10" PVC CL 150 4 N 16'45'00'' W 47.60' 8" PVC CL 150 5 N f6"45'00" W 24.72' 10" PVC CL 150 ^ <5 '~'N^16'45'00'' W 37. 16' 10" PVC CL 150 54+63.26 CIRCULO SEQUOIA 20+00.00 66+32.92 AH NO 35 10+14.19 = 54+51.26 CIRCULO SEQUOIA 10+34.10 (ANGLE= 2'25'38") 10+52.11 (ANGLE= 3'00'43") USE WATER TIGHT JOINTS '"0 OK C> 1.JJ + + 5 O Ql PROJECT Nt/^Me ' THT. OAK5 ::>O\ATH - HHG|HK)RHOOD:> 3.rZ V A=3.80AC. (sWovvr\ as ) . -^5^ Q -1--01 c-Ts) fT^OM "MASS G|R-r^-DiviG^ -HyD^iJoqy M/cf -fo^ ViLL^qts o-f LA OC^STA Ni-Er\^Vibc5R\->oods 3.10-5.1^ Y T^veiold-a Tuio»pe,<?.c>*^ • Use. X=4.2."^2.5 (-fRoM sv^baftjis zxo-;i:2.l) Us-e. c= 0.4-5 CUNavs+ufJ^bed ^ ls[a.4vi^al Te(LR.aiKi) Q - CXA. »I» - • Q= c-fs : • i —~ ^ O- waAei^ 4iojW+ Jdihi'TS. PLANNING ENGINEERING SURVEYING IRVINE RIVERSIDE SAN DIEGO HUN SAKE R ^ASSOCIATES SAN DIEGO, INC. MASS GRADING HYDROLOGY STUDY VIUfAGES OF LA COSTA Neigl;jJ^brhoods 3.1^-3.15 & Avenida Junipero City of Carlsbad, California Prepared for: Real Estate Collateral Management Company c/o Morrow Development 1903 Wright Place Suite 180 Carlsbad, CA 92008 W.O. 2352-10 December 24, 2001 DAVE HAMMAR LEX WILLIMAN ALISA VIALPANDO DANASEGUIN 10179 Huennekens St. San Diego, CA 92121 (858) 5S8-4S00 PH (858) 558-1414 FX www.HunsakerSD.com lnfo@HunsakerSD.com Raymond L. Martin, R.C.E. Project Manager Hunsaker & Associates San Diego, Inc. ESMsmm liArepoftsV23S2\010\a03.doc w.a. 23S2-10 3/28/2002 4:30 PM STREM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.31 13.25 4.074 2 11.38 13.42 4.041 3 11.67 14.39 3.864 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS; PEAK FLOW RATE(CFS) = 11.67 Tc(MIN.) = TOTAL AREA (ACRES) = 5.20 FLOW PROCESS FROM NODE 97.00 TO NODE 110.00 IS CODE = 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA««< >»»USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)««< DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 8.6 UPSTREAM NODE ELEVATION = 440.80 DOWNSTREAM NODE ELEVATION = 436.30 FLOWLENGTH(FEET) = 247.20 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER (INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUaAREA(CFS) - 11.67 TRAVEL TIME(MIN.) - 0.48 TC(MIN.) = 14.87 ****************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 21 >»»RATIONAL METHOD INITIAL SUBAREA ANALySlS<«« *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED = 11. 65 (MINUTES) INITIAL SUBAREA FLOW-LENGTH - 360.00 UPSTREAM ELEVATION " 523.00 DOWNSTREAM ELEVATION - 480.00 ELEVATION DIFFERENCE = 43.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.429 SUBAREA RUNOFF (CFS) " 2.51 TOTAL AREA(ACRES) - 1.26 TOTAL RUNOFF(CFS) - 2.51 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW«<« »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 480.00 DOWNSTREAM NODE ELEVATION - 430.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 670.00 CHANNEL SLOPE = 0.0746 CHANNEL FLOW THRU SUBAREA(CFS) = 2.51 FLOW VELOCITY(FEET/SEC) = 4.93 (PER PLATE D-6.1) TRAVEL TIME(MIN.) = 2.25 TC(MIN.) =• 13.91 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<«« 100 YEAR RAINFALL INTENSITY(INCH/HOUR) " 3.950 •USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) = 4.30 SUBAREA RUNOFF(CFS) =• 7.64 TOTAL AREA(ACRES) = 5.56 TOTAL RUNOFF(CFS) - 10.15 TC(MIN) = 13.91 I I I STORM DRAIN LINE D | I I FLOW PROCESS FROM NODE 218.<)e(^T0 NODE 221.00 IS CODE « 21 »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< *USER SPECIFIED(SUBAREA): RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED - 12.21(MINUTES) INITIAL SUBAREA FLOW-LENGTH « 570.00 UPSTREAM ELEVATION = 428.00 DOWNSTREAM ELEVATION = 349.00 ELEVATION DIFFERENCE = 7 9.00 100 YEAR RAINFALL INTENSITY (INCH/HOUR) " 4.295 SUBAREA RUNOFF(CFS) = 5.03 TOTAL AREA(ACRES) - 2.60 TOTAL RUNOFF(CFS) = 5.03 FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE = 53 »»>COMPUTE NATURAL MOUNTAIN CHANNEL FLOW««< »>»TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION = 349.00 DOWNSTREAM NODE ELEVATION = 287.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 610.00 CHANNEL SLOPE - 0.1016 CHANNEL FLOW THRU SUBAREA(CFS) = 5.03 SLOPE ADJUSTMENT CURVE USED: EFFECTIVE SLOPE - 0.1012 (PER PLATE D-6.2) FLOW VELOCITY I FEET/SEC) - 3.05 (PER PLATE D-6.3) TRAVEL TIME(MIN.) = 3.33 TC(MIN.) = 15.55 *************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 222.00 IS CODE - 8 »»>ADDIT10N OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY (INCH/HOUR) - 3.676 *USER SPECIFIED (SUBAREA) : RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA (ACRES) = 1.20 SUBAREA RUNOFF (CFS) = 1.98 TO^AL AREA (ACRES) - 3.80 ipM. Rt^j^lCFS) « 7.0| FLOW PROCESS FROM NODE 222.00 TO NODE 225.00 IS CODE - 3 »»>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<«« »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 UPSTREAM NODE ELEVATION = 286.60 DOWNSTREAM NODE ELEVATION - 285.00 FLOWLENGTH(FEET) = 55.00 MANNING'S N - 0.013 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) - 7.01 TRAVEL TIME(MIN.) = 0.10 TC(MIN.) - 15.65 ********************************************************** FLOW PROCESS FROM NODE 225.00 TO NODE 225.00 IS CODE »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.65 RAINFALL INTENSITY (INCH/HR) = 3.66 TOTAL STREAM AREA (ACRES) = 3.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.01 FLOW PROCESS FROM NODE 223.00 TO NODE 224.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT - .4500 NATURAL WATERSHED NCMOGRAPH TIME OF CONCENTRATION (APPENDIX X-A) WITH 10-MINUTES ADDED =• 11. 37 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 300.00 UPSTREAM ELEVATION = 420.00 DOWNSTREAM ELEVATION = 380.00 ELEVATION DIFFERENCE = 40.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.498 SUBAREA RUNOFF (CFS) - 5.51 TOTAL AREA(ACRES) » 2.72 TOTAL RUNOFF(CFS) = 5.51 **************************************************************** FLOW PROCESS FROM NODE 224.00 TO NODE 226.00 IS CODE - 52 »»>COMPUTE NATURAL VALLEY CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA««< UPSTREAM NODE ELEVATION - 380.00 DOWNSTREAM NODE ELEVATION - 286.00 CHANNEL LENGTH THRU SUBAREA (FEET) = 800.00 CHANNEL SLOPE - 0.1175 CHANNEL FLOW THRU SUBAREA(CFS) = 5.51 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION FLOW VELOCITY(FEET/SEC) = 6.83 (PER PLATE D-6.1) TRAVEL TIME(MIN.) - 1.95 TC(MIN.) = 13.32 HEADWATER DEPTH CALCULATION THE OAKS SOUTH - NEIGHBORHOODS 3.12 AND 3.13 (CONSTRUCTION CHANGE) Data obatained from: Drawing No. 397-1B (Slieet 19) Storm Drain Profile No. 10 Given: Diameter: Discliarge: Freeboard: D= 18 in Q = 8.69 cfs f= 2.00 ft (From storm drain profile) (From AES output) (Minimum requirement) Per Hydraulic Design of Highway Culverts: Appen(Jix D - Design Charts, Tables, and Forms Chart 1 - Headwater Depth for Concrete Pipe Culverts with Inlet Control HW/D = HW = HW = 1.30 23.4 in 1.95 ft Ground Surface Elevation = 295.20 ft U/S Culvert Invert (Entrance) = 284.98 ft HW Elevation (w/o freeboard) = 286.93 ft (From storm drain profile) (From storm drain profile) Actual freeboard: f= 8.27 ft HWEIev= 286.93 ft < Ground Surface Elev = 295.20 ft 9/5/2003 1 of 1 H:\EXCEL\2352W0\HW DEPTH CALC or PUttlC TOAOa JAM. n«3 HEADWATER SCALES 2*3 REVISED MAT 1964 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL 131 10 PROPOSED FINISHED " SURF/^E (MR STORM z Bl ^8^E)x6'(\!fl 1/4 TON ROCK- PROFILE SCALES HORIZ. VERT. 1"=40' 1"=8' 'EFRO}^I}}M::M ENGINEER OF WORK AYM:^ND L. MARTIN R.C.E. NO. 48670 EXP. 6/30/04 / /8/dSL DATE "AS BUILT RCE EXP. DATE REVIEWED BY: INSPECTOR DATE SHEET 19 CITY OF CAFILSBAD ENGINEERING DEPARTMENT SHEETS 28 IMPROVEMENT AND UTILITY PLANS FOR: VILLAGES OF LA COSTA DEVELOPER IMPROVEMENTS NEIGHBORHOOD 3.10-3.15 APPROVED LLOrO HUBBS ^Z" CITY ENGINEER^^CE_2Jfia EXP. 12/J1/OS DATE DWN BY: CHKD BY:_5-S3l. RVWD BY: PROJECT NO. CT 99-04 DRAWING NO. 397-lB W.O. No. 2352-16 •868 S.f.l • « " ^V.' HOA I -'/ 'Sj. J82.4\ fmO^TCH AS ^Qlfk-^ AFN UNE ,4 /(jT) P 324.9 \^ 'AS'/? ' 322.9 U5 • 275' S/GHT- ' DISTANCl UNE fit/ , • / /AN - V / P 323,4 P 314.5 ^ P 326.6 o / - o / 7 V;;;;^ / lU./ 7 ^~;zrc V ' DRAIN m 7<Jjr^%. P 336.6 X<&?2ie>/, / P 309.t *//^^/ P 309.6 X. , /?C^Vjp / • V^jWOVy PROPOSED STORM DRAIN/ TCTEXISVNG SYSTEM / / O / / /m^.. F.H. AS SHOWNlOlf 'a • •SHOmJOli'a/ L .__J%!sjr#'>^^^^ p u^ufiEhrrAViiN /1 ' " IMlBSa^Pe PjiANS)/ / P 324.5 P 327.5 /'// w IMPROVEMENT 'PLANS NO 397-1B S>.//PROPOSED INL£TS,- V//''/ pE TO Exismc «^ IMPRl&miENT PLAN ; Dm.pi6. J97-1B; / / ^ •'^ RECLA»i^D WATER A$ Si^Oy^y PROJECT BOOftDARY .OT^ 173 /CLEAN OUT FADING TO MATCH-'EIGHBORHOOD 3.15 LOT 181 -S7Rf£f1/GHr AS SHOm Of IMPROVEMEf^T PLANS NO 3&7--1B - F.H AS SHQi^ IMPRJMMENT PLANyOWG. NO. 397-lB ' PROJECl BOUNDAI / NEJQH SEE TEMTATJVE JMAP / / / /