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Home My WebLink AboutMS 16-04; VIASAT BRESSI RANCH CAMPUS; HYDROLOGY STUDY; 2020-08-01HYDROLOGY STUDY A UGUST 2020 HYDROLOGY STUDY RECORD COPY For: oa1,' f'f Initial Date ViaSat Bressi Ranch Campus - Phase 5 MS 16-04 GR2020-0005 DWG. 4974D CD 2019-0021 Parcel 3 of Parcel Map 21433 R F r, EJTh Carlsbad, CA 92009 AUG 1 8 Prepared By: LAND DEVL LOPMENT ENGINER1NG Gregory NNY. Lang, P.E. RCE 68075 EXP: 06-30-21 Pasco Laret Suiter & Associates, Inc. () 535 N. Highway 101, Suite A C!.. Solana Beach, CA 92075 PASCO LARET SWTER 61 F_ ii & ASSOCIATES CIVIL ENGINEERING + LAND PLANNING + LAND SURVEYING 0 Prepared for: ViaSat, Inc. 6155 El Camino Real Carlsbad, CA 92009 August 2020 OFE SS0 W. No. RCE 68075 ) * EXP. 06-30-21 * OF VIA SATBRESSI RANCH CAMP US- PHASE 5, PARCEL 3 HYDROLOGY STUDY A UGUST 2020 TABLE OF CONTENTS INTRODUCTION...............................................................................................................................2 1.1 Project Description.........................................................................................................................2 1.2 Existing Conditions........................................................................................................................2 1.3 Proposed Conditions.......................................................................................................................2 METHODOLOGY..............................................................................................................................4 2.1 Rational Method.............................................................................................................................4 2.2 Runoff Coefficient .......................................................................................................................... 5 2.3 Rainfall Intensity............................................................................................................................6 2.4 Tributary Areas...............................................................................................................................6 CALCULATIONS/RESULTS............................................................................................................7 3.1 Pre- & Post-Development Peak Flow Comparison........................................................................7 3.2 Storm Water Quality........................................................................................................................8 3.3 Hydromodifcation...........................................................................................................................8 4. CONCLUSION .................................................................................................................................... 9 Appendix 1 ........................................................................ Pre-Development Drainage Map Appendix 2 ....................................................................... Post-Development Drainage Map Appendix 3..............................................................................Hydrology Design Summary Appendix 4....................................................................AES Rational Method Calculations VIA SATBRESSI RANCH CAMP US - PHASE 5, PARCEL 3 OF MARCOS ECT mi rA HYDROLOGY STUDY AUGUST 2020 vicirrr MAP NOT TO SCALE Figure 1 Vicinity May HYDROLOGY STUDY A UGUST 2020 1. INTRODUCTION 1.1 Project Description This 23.09± acre project consists of eight (8) existing, mass-graded, undeveloped lots which will be graded to accommodate the construction of six (6) new office buildings with three (3) new parking structures, café, conference center, on-grade parking, and site improvements. The proposed project will be divided into three (3) separate phases for construction: Phase 1, Phase 2 and Phase 5; Phases 1 and 2 have already been constructed. This report analyzes the proposed ultimate condition of Phase 5 for the site. The project site is bordered on the north by Gateway Road, to the east by Alicante Road, to the south by Town Garden Road and west by El Camino Real. The immediate surrounding area is comprised primarily of industrial and commercial uses as well as some single family residential as part of the Bressi Ranch master plan. Interstate 5 is approximately 3.5 miles to the west of the project site along Palomar Airport Road. The project site is currently located in the zone designated as P-M, planned industrial. 1.2 Existing Conditions The site currently does not have any storm drain infrastructure installed on-site, however public storm drain infrastructure is located in the adjacent public right-of-way along Town Garden Road and Alicante Road. Storm drain laterals have been installed during the previous mass-grading operation to serve the temporary desilting basins located on site. These storm drain laterals will be removed when the new private storm drains are constructed. In the existing condition, the site sheet flows to temporary desilting basins located strategically throughout the site, generally coinciding with the planned, phased buildout of the site. The site generally drains to the south and to the west toward the public storm drain infrastructure located in Alicante Road and Town Garden Road. Runoff from the project site enters the public storm drain system through the existing storm drain lateral and flows to two storm drain outfalls south of the project in an unnamed canyon. The westerly outfall discharges to the south of Town Garden Road through a concrete energy dissipater and over a rip rap apron in the canyon. The easterly outfall discharges into a detention basin through a concrete energy dissipater and rip rap apron. The flow continues to the south after the existing detention basin through another concrete energy dissipater and rip rap apron. The two flows confluence at this down gradient point and continue to flow to the south in swales to the vicinity of Alga Norte Community Park. The runoff then crosses under Poinsettia Lane, flows across the La Costa Resort golf course, crosses under Alga Road, continues to flow through the La Costa Resort golf course and enters San Marcos Creek near the intersection of El Camino Real and La Costa Avenue. Near this intersection, San Marcos Creek drains to the west and discharges into Batiquitos Lagoon and ultimately the Pacific Ocean. 1.3 Proposed Conditions - Phase 5 Phase 1 of the project included the construction of two (2) new office buildings, one (1) new parking structure, and new impervious and pervious improvements. Phase 2 of the project included the construction of two (2) new office buildings, one (1) new parking structure, and new impervious and pervious improvements. Phase 5 of the proposed site will be split into two (2) major drainage basins which combine into one outfall location along Alicante Road at the southeast corner of the site. The existing storm drain infrastructure within Alicante Road was installed under as-built drawings 400-8, HYDROLOGY STUDY A UGUST 2020 400-81) and 400-8C. The proposed project's drainage infrastructure will not significantly alter the existing site's drainage patterns on-site or discharge points. The proposed site will have a biofiltration basin with an impermeable liner and an underground detention vault that will provide the required storm water quality treatment and hydromodification mitigation. In addition, the storm drain infrastructure on the site will be sized to accommodate the 100-year storm event. For additional information regarding the water quality and hydromodification design, refer to the Storm Water Quality Management Plan for Phase 5: ViaSat Campus by Pasco Laret Suiter & Associates, Inc. dated May 2020 under separate cover. As stated previously, the project is proposed to be constructed in three separate phases with each phase to be self-sufficient with regards to storm water quality, hydromodification and hydraulic design. For additional information regarding the existing storm drain infrastructure within Alicante Road and Town Garden Road, as well as the existing desilting basins, refer to Drainage Report for the Bressi Ranch Mass Grading & Backbone Improvements by Project Design consultants, dated February 2003 and Addendum to Drainage Report for Bressi Ranch Mass Grading by Project Design Consultants, dated October 2004 on file with the City of Carlsbad under CT 00-06, DWG 400-8A, 400-8C and 400-81). Applicable excerpts from the above drainage studies were included in Appendix 3 of this report. HYDROLOGY STUDY AUGUST2020 2. METHODOLOGY Runoff calculations for Phase 5 of the Proposed ViaSat Campus project have been performed in accordance with the 1985 County of San Diego Hydrology Manual. The 1985 County of San Diego Hydrology Manual was used for the proposed hydrology on the project as the existing storm drain infrastructure design was based on the 1985 San Diego manual Intensity-Duration design chart, as performed by Project Design Consultants in 2003. The reports include the Bressi Ranch Mass Grading & Backbone Improvements by Project Design Consultants, dated February 2003 and Addendum to Drainage Report for Bressi Ranch Mass Grading by Project Design Consultants, dated October 2004. The existing infrastructure design per the above Project Design Consultant's reports was designed for an Industrial Runoff Coefficient "C" factor of 0.95. For the proposed project, a weighted runoff coefficient was calculated for each drainage basin based on the imperviousness of the developed site. The Advanced Engineering Software (AES) program was used to calculate Time of Concentrations and Intensities to calculate peak flows for the required storm events. Please refer to this report's Appendix 4 for the results of these calculations. 2.1 Rational Method As mentioned above, runoff from the project site was calculated for 100-year storm event using the Advance Engineering Software (AES) program. Runoff was calculated using the Rational Method which is given by the following equation: Q'CxIxA Where: Q = Flow rate in cubic feet per second (cfs) C = Runoff coefficient I = Rainfall Intensity in inches per hour (in/hr) A = Drainage basin area in acres, (ac) Rational Method calculations were performed using the AES-2016 computer program. To perform the hydrology routing, the total watershed area is divided into sub-areas which discharge at designated nodes. The procedure for the sub-area summation model is as follows: Subdivide the watershed into an initial sub-area (generally 1 lot) and subsequent sub- areas, which are generally less than 10 acres in size. Assign upstream and downstream node numbers to each sub-area. Estimate an initial Tc by using the appropriate nomograph or overland flow velocity estimation. The minimum Tc considered is 5.0 minutes. Using the initial Tc, determine the corresponding values of 1. Then Q = CIA. Using Q, estimate the travel time between this node and the next by Manning's equation as applied to particular channel or conduit linking the two nodes. Then, repeat the calculation for Q based on the revised intensity (which is a function of the revised time of concentration) HYDROLOGY STUDY AUGUST2020 The nodes are joined together by links, which may be street gutter flows, drainage swales, drainage ditches, pipe flow, or various channel flows. The AES computer sub-area menu is as follows: SUBAREA HYDROLOGIC PROCESS Confluence analysis at node. Initial sub-area analysis (including time of concentration calculation). Pipe flow travel time (computer estimated). Pipe flow travel time (user specified). Trapezoidal channel travel time. Street flow analysis through sub-area. User-specified information at node. Addition of sub-area runoff to main line. V-gutter flow through area. Copy main stream data to memory bank Confluence main stream data with a memory bank Clear a memory bank At the confluence point of two or more basins, the following procedure is used to combine peak flow rates to account for differences in the basin's times of concentration. This adjustment is based on the assumption that each basin's hydrographs are triangular in shape. If the collection streams have the same times of concentration, then the Q values are directly summed, Qp = Qa + Qb; Tp = Ta = Tb If the collection streams have different times of concentration, the smaller of the tributary Q values may be adjusted as follows: The most frequent case is where the collection stream with the longer time of concentration has the larger Q. The smaller Q value: is adjusted by a ratio of rainfall intensities. Qp = Qb + Qa (lb/la); Tp = Ta In some cases, the collection stream with the shorter time of concentration has the larger Q. Then the smaller Q is adjusted by a ratio of the T values. Qp = Qb + Qa (Tb/Ta); Tp = Th 2.2 Runoff Coefficient In accordance with County of San Diego standards, runoff coefficients were based on land use and soil type. The soil condition used in this study is consistent with Type D soil quantities. An appropriate runoff coefficient (C) for each type of land use in the subarea was selected from Table 3-1 of the SDCHM and multiplied by the percentage of total area (A) included in that class. The sum of products for all land uses is the weighted runoff coefficient ([C]). For the proposed project, a runoff coefficient "C" factor of 0.87 was selected for the proposed impervious area of the site. Undisturbed or landscape areas were assigned a runoff coefficient "C" factor of 0.35. 5 HYDROLOGY STUDY AUGUST 2020 See Table 2.2.1 below for Weighted Runoff Coefficient "C" calculations. The Post-Development Drainage Exhibit shows the drainage basin subareas, on-site drainage system and nodal points. TABLE 2.2.1 — WEIGHTED RUNOFF COEFFICIENT CALCULATIONS PROPOSED CONDITION Drainage Basin Total A1 C2 A2 Ceomp Area (ac) (acres) (acres) Basin 100 4.31 0.35 1.91 0.87 2.40 0.64 Basin 200 2.59 0.35 1.06 0.87 1.53 0.66 Note: C-values taken from Table 3-1 of San Diego County Hydrology Manual, consistent with on-site existing soil types. See References. 2.3 Rainfall Intensity Rainfall intensity was determined by AES using the 1985 County of San Diego Hydrology Manual as discussed above. 2.4 Tributary Areas Drainage basins for Phase 5 of the proposed project site are delineated in the Post Development Drainage Exhibit located in the Appendix of this report and graphically portray the tributary area for each drainage basin. Drainage basins for Phase 1 of the proposed project site and the corresponding 100-year flowrate were taken from Phase 1 Hydrology Study by Pasco Laret Suiter & Associates, Inc., dated January 2017 under separate cover. Drainage basins for Phase 2 of the proposed project site and the corresponding 100- year flowrate were taken from Phase 2 Hydrology Study by Pasco Laret Suiter & Associates, Inc., dated July 2017 under separate cover. HYDROLOGY STUDY A UGUST 2020 3. CALCULATIONS/RESULTS 3.1 Pre- & Post-Development Peak Flow Comparison The proposed project discharges into the existing public storm drain system. The public storm drains in both Alicante Road and Town Garden Road were designed as part of the Bressi Ranch Mass Grading & Backbone Improvements project by Project Design Consultants, dated October 2004. The goal of the analysis in this report is to show that the peak runoff flows for all phases of the Viasat Bressi Ranch project do not exceed the peak runoff flows accounted for in the design of the public storm drain system. Below are a series of tables which summarize the calculations from the Bressi Ranch Mass Grading & Backbone Improvements project, which are provided in the appendix of this report. TABLE 3. 1.1 — EXISTING PEAK FLOW SUMMARY NODE STORM DRAIN OUTFALL LOCATION Q100 (PDC REPORT 2003) (CITY OF CARLSBAD AS-BUILT (CFS) DWGS. 400-8C AND 421-3) 408.30 30-inch RCP at Sta 8+10 Town Garden Road 41.4 (Sheet DWG. 400-8C) _4_of 400.20 30-inch RCP at Sta 13+30 Town Garden Road 37.6 -' (Sheet DWG. 400-8C) _5_of 112.30 24-inch RCP at Sta 18+50 Town Garden Road 24.5 (Sheet DWG. 400-8C) _6_of -' Total Peak Flow for Ultimate Condition per PDC Report 2003 103.5 Table 3.1.1 itemizes the peak flow rates shown in the Bressi Ranch Mass Grading & Backbone Improvements by Project Design consultants, dated February 2003 and Addendum to Drainage Report for Bressi Ranch Mass Grading by Project Design Consultants, dated October 2004 reports. Refer to Appendix 3 of this report for the applicable excerpts. BASIN TABLE 3.1.2 — PROPOSED PEAK FLOW SUMMARY DRAINAGE AREA (AC) Q100 (CFS) PHASE 1 9.24 38.76 PHASE 2 7.23 28.31 PHASE 5 6.90 - 26.67 (16 + 10.67) Total Peak Flow for Proposed Development 93.7 Table 3.1.2 itemizes the peak flow rates for the 100-year storm event for the proposed Phase 5 improvements. It also summarizes the results from the Phase 1 and Phase 2 hydrology reports; excerpts from these reports are included at the end of Appendix 3. Phase 5 outfalls into the existing public storm HYDROLOGY STUDY AUGUST 2020 drains in Alicante Road and Town Garden Road, Phases 1 and 2 outfall to the existing storm drain in Town Garden Road. Table 3.1.3 shows that the total storm water peak flow for Phase 5 of the proposed commercial development is less than the existing Ultimate Condition per the PDC Reports for the 100-year rainfall event. We do not anticipate any additional flows to come on to the site or to the existing system other than what is reported herein and in the PDC report previously referenced. 3.2 Storm Water Quality The pro?osed site will have a biofiltration basin with an impermeable liner that will provide the required storm water quality treatment for the project. For information regarding BMP sizing and the water quality design, refer to the Storm Water Quality Management Plan for Phase 5: ViaSat Campus by Pasco Laret Stiller & Associates, Inc., dated May 2020 under separate cover. 3.3 Hydromodification The proposed site will include the implementation of biofiltration basins with impermeable liners and an underground detention structure that will provide the required hydromodification mitigation for the project. For additional information regarding the calculations for the hydromodification sizing calculations, refer to the Storm Water Quality Management Plan for Phase 5• ViaSat Campus by Pasco Laret Suiter & Associates, Inc., dated May 2020 under separate cover. 8 HYDROLOGY STUDY AUGUST2020 4. CONCLUSION As shown in Tables 3.1.1 through 3.1.3, the proposed project does not exceed the peak runoff rate for the 100-year storm event accounted for in the existing downstream storm drain system. The existing public storm drain system in Alicante Road and Town Garden Road was designed as part of the Bressi Ranch Mass Grading & Backbone Improvements by Project Design Consultants, dated February 2003 and Addendum to Drainage Report for Bressi Ranch Mass Grading by Project Design Consultants, dated October 2004. This report analyzed the 100-year storm event hydrology for the proposed site using the Advanced Engineering Software (AES) and proved that the peak flow runoff for the proposed site does not exceed the peak flow runoff accounted for in the design and construction of the public storm drain system in Alicante Road and Town Garden Road. The AES calculations can be found in Appendix 4 of this report. For additional information regarding the water quality and hydromodification design, refer to the Storm Water Quality Management Plan for Phase 5: ViaSat Campus by Pasco Laret Suiter & Associates, Inc., dated May 2020 under separate cover. P Directions for Application: From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included in the County Hydrology Manual (10. 50. and 100 yr maps included in the Design and Procedure Manual). Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). Plot 6 hr precipitation on the right side of the chart. Draw a line through the point parallel to the plotted lines. This line is the intensity-duration curve for the location being analyzed. Application Form: Selected frequency year P P6 = ______ in., P24 = .__ %(2) 5.0 : (c) Adjusted p6(2) in. 5.5 (d) t, = mm. ' (e) I = in/hr. 4,0 =r CD 35 co Note: This chart replaces the Intensity-Duration-Frequency 30 curves used since 1965. 2.5 2.0 1.5 1.0 P 1 1.5 2 25 3 3,5 4 - 4.5 5 -4. 4 5.5 6 Durz1ion I ' I " I I I I 5 263 3.95 5.27 6.59 7.90 9.22.10.54 11.86 1317 14,49 15.81 - 7 2.12 3.18424 5.30 6.36 7.42 8.48 9.54 1O.6011.65 12.72 10 158 253 337 421"SOS 590 8/4 758 842927 ioTi 15 1.30 3.243,89 4.54 519 .1.95.Z59. 544 6.49 7.13 7.78 20 1,08 1,62 2,152,69 3.23 3.77431 4.85 5.39 '5.93 6.46 25 091 140 187 2-11'210'3 27"-Y73 420 46" 513 580 30 0.63 124 1.66 2.07 2.49 2.90 3,32 3.73 415 436 498 40 069 101 138 t72 207 241 276 310 345 379 413 SO 050 090119,149 179209 239259 298 328 358 60 053 080-1.06 133 1591.86 212 239 2.65 2.92 318 90 0.21 0.61082 1,02 1.23 1.43 1.63 1.84 2.04. 2.25 245 120 0.34 051 0.68 0.85 1.021.19 1.36 1.53 1,70 1.87 150 029 044 059 073 088 103 118 132 147162 1,715 180 0.26 0.39 052'15,65'0.78'0,91' 10.4 1.18k 1.31 14.4 157 - 240 022 -10-33'0A3'0.64 0.85076 087 098 108 119 130 300 0.'19 028'038'0-47 056'O.66'075 0.85 0.94 1.03 113 360 0.17 0,25'o W 0.42 0-SO-6.56 * 0.67 0.75 '0.84 0.92 100 5.( 41 3.1 21 0 >' 0.1 2. C 0.1 0. 0.; IIIHUuhIllhIIIOnIuuJmnnuullumwJg1fflhIuInn,muflllnllfflhI 7.44 rfl 111110 I11llIflWOWimh.~ I• = Intensity (in/hr) 1111111 ftlhM,fthh., `4N WhRQ Rkr., 1hK;qIfflME P6 = 6-Hour Precipitation (in Off UIII1Iih JIIOHhIIINIIflhIIOIUIU1fl boll g h ommimisomu~lr~bRm MINIS, MMEIM11 mom EM MME MMEEMEMIMISM., MER11- -mumI.HuuIuu,..1ul ism ---.ammIuaIuuurnrnwunnhlvuIwIII ______ mom EI'IIliIiiIII 15 20 30 40 50 1 2 3 4 5 6 Minutes Hours Duration 0,1 5 6 78910 FIGURE Intensity-Duration Design Chart - Template 3-1 0 I - - County of San Diego Orange Hydrology Manual 33030 County I 33e301 county ,Riverside 4 1 4 tits , zi Rainfall Isopluvials ) ir ---- 33 15' 1 * / 25 100 Year Rainfall Event -6 Hours OCEANSIDE 71. IsopIuvial (inches) ESC DIDC CARLSBAD -- ENICINI 33°OO' C) 33°OO — SOLANA BEACH ow . s t COUN1Y 0 DEL MAR / ° a tJ( \':i; : • .•..i — - I AN DIE LA M CA5 14 , 3245' GROVE ORO 44 32045' DPW c r u Z'1t S ' hSJIta(r I , a a I J J. •a. . - — •. IMPERIAL BEACH . ..' . - i ar' .. I • a a I I f t N THISMAPIS PROVIDED WITHOUT WARRPJdTYOF ANY KIND, EflHEREXPRESS OR IMPLIED, INCLUDING. BI,TNOT LIMrIEDTO, THE IMPLIED WARRANTIES OFMERCt4i.ILITY AND FITNESS FOR A PARTICULAR PURPOSE. opyrlghtSwrGlS MRiphlnReserved a . - • -. 4 C ) Ths products may contain brformellon from the SANDAG Rngtsnai Informallon Syntom otttcti cannot be reproduced without the e I I 4 - - a 004 p0100 taANOAt,, * T I I a I - a This product may contain Inronnabon ardiith has boOn reproduced with permission granted bymomas Brothers Maps, 32°30' I I a • 1 a 32°3O' S 4 $ — 4 In 3 0 3 Miles I I I I 4.' CD I_ ! 4o. I I I rat LID 141 M County of San Diego Orange . . Hydrology Manual 303 Coty 33030 i j'. VVf I 'Riverside County I . Q : : :j' .' .- .5. •. . S. ._ . -. •. • . :•.. - - - - - - C - I Rainfall Isopluvials 4O 33°15 100 Year Rainfall Event - 24 Hours OANsIDE..; •• -VIST' . I 5 4 .....• '5 60 IsopIuvial (inches) S I ES DIDd ( 4.• - "0ro. CARLSBAD 0 ENCINITAS — - - H '33°00' . - pov _'•__—i.•__ v s ouNri .i-8e'---'- ----- 33°00' 5-..-. C) SOLANA BEACH DEL MAR -------------- 5j52i ___, 5 -------- * .............. - I ?' tp5- tANTEi ( 01 AN DIE - S L N /5Tdf Ii 'IAMA 32 45' - - i.... - - -- :/... -........•. - -- G ..•-• -------- 32°45 ____________________ 9_---, RO %Sd Pw SD -!;t~GIS IS - II > IMPERIAL BEACH '.• : . 46 .' .- I I t . N THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND. EITHER EXPRESS OR IMPLIED, INCLUDING, BUT NOT LIMITED TO. THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, Copyright SanGIS. All Rights Reserved This products may conleln brfoevatlon from the SANOAG Regto.ed • : ; :. . • 5 çs.-. ) Information System which cannot be reproduced without the . . 1\/1 e )( E TV written pennlsslorr of SANDAG, This product may contain InfommUon winch has been reproduced with permission glarlted by Thomas Brothers Maps 32°30' 32°30' S 0 .CD 30 3MiIes I I I Excerpts from: Bresi Ranch Mass Grading & Backbone Improvements >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 303.00 FLOW LENGTH(FEET) = 800.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIMEMIN.) = 3.33 Tc(MIN.) = 9.33 LONGEST FLOWPATH FROM NODE 112.10 TO NODE 112.30 = 900.00 FEET. *************************************************************** ************* FLOW PROCESS FROM NODE 1112.30 TO NODE 112.30]IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.935 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 5.10 SUBAREA RUNOFF(CFS) = 23.91 TOTAL AREA(ACRES) = 5.20 [TOTAL RUNOFF(CFS) = 24T531 ISheet6of DWG. 4008C TC(MIN) = 9.33 ***** ************* ** ******************************************************** FLOW PROCESS FROM NODE 112.30 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 291.00 DOWNSTREAM(FEET) = 285.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 16.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.53 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 9.43 LONGEST FLOWPATH FROM NODE 112.10 TO NODE 115.00 = 1000.00 FEET. ***************************************** ********** ************************* FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.43 RAINFALL INTENSITY(INCH/HR) = 4.90 TOTAL STREAM AREA(ACRES) = 5.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.53 ** **************** ************************************************** ******** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 7 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE'c<<<< USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 13.25 RAIN INTENSITY(INCH/HOUR) = 3.93 TOTAL AREA(ACRES) = 34.71 TOTAL RUNOFF(CFS) = 90.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 2.700 TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAJ?. RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 0.62 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.62 **************************** ************************************************ FLOW PROCESS FROM NODE 400.10 TO NODE 400.20 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 308.00 DOWNSTREAM(FEET) = 303.00 FLOW LENGTH(FEET) = 700.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.62 PIPE TRAVEL TIME(MIN.) = 4.27 Tc(MIN.) = 1027 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 400.20 = 800.00 FEET. FLOW PROCESS FROM NODE 1400.20 TO NODE 400.20] IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.639 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 8.40 SUBAREA RUNOFF(CFS) = 37.02 TOTAL AREA(ACRES) = 8.50 FTOTAE RUNOFF (CFS) = et 5 of DWG. 400-SC TC(MIN) = 10.27 FLOW PROCESS FROM NODE 400.20 TO NODE 405.00 IS CODE 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)z<<<< ELEVATION DATA: UPSTREAM(FEET) = 300.00 DOWNSTREAM(FEET) = 281.50 -- FLOW LENGTH (FEET) = 200.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.72 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1. PIPE-FLOW(CFS) = 37.64 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 10.43 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 405.00 = 1000.00 FEET. ********************************* *********** ************************ **** **** FLOW PROCESS FROM NODE 405.00 TO NODE 405.00 IS CODE = ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.43 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 8.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 37.64 PIPE TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 408.30 = 900.00 FEET. ******** ********************************* ********************************** FLOW PROCESS FROM NODE 1408.30 TO NODE 408.301 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW-<<<-<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.051 USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 SUBAREA AREA(ACRES) = 8.50 SUBREARUNO(FS) = 40.79 TOTAL AREA(ACRES) = 8.60 [TOTAL RUNOFF(CFS) = 41.411 ISheet4of DWG. 400.8C I TC(MIN) = 9.00 **************************************************************************** FLOW PROCESS FROM NODE 408.30 TO NODE 410.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 275.00 DOWNSTREAM(FEET) = 274.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 41.41 PIPE TRAVEL TIME(NIN.) = 0.14 Tc(MIN.) = 9.13 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 410.00 = 980.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 410.00 TO NODE 410.00 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.) = 9.13 RAINFALL INTENSITY(INCH/HR) = 5.00 TOTAL STREAM AREA(ACRES) = 8.60 PEAK FLOW RATE(CFS) AT CONFLUENCE = 41.41 ***************************** *********************************************** FLOW PROCESS FROM NODE 410.10 TO NODE 410.10 IS CODE = 22 ---------------------------------------------------------------------------- >>->>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< USER-SPECIFIED RUNOFF COEFFICIENT = .9500 S.C.S. CURVE NUMBER (AMC II) = 92 USER SPECIFIED Tc(MIN.) = 6.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) = 4.98 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 4.98 ****************************************************** ****** ** **** **** * ***** FLOW PROCESS FROM NODE 410.10 TO NODE 410.00 IS CODE = 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 IQ100 Ultimate = 24.53 (Node 112.3) + 37.64 (Node 400.2) + 41.41 (Node 408.3) = 103.58 cfs KEY MAP LEGEND - - - - 97110.ECT WOIWOART PLANNING AREA BOUNDARY RIGNT DR WAY ==== STORM DRAIN PA-1 Pt ARMING AREA DEBGNAPON LOT 1 OS-1 LOT NUM8ER OPEN SPACE DfSfGNA TION 11 I ri SHEET ulars SHEET MIM&R TEMP. OVA 8A914 I I LI I PA-2 LOT 2 OS-1 / '.. LOT 17 / PA-i TROPOLI TAN LOT IS LET LA COSTA GREENS AIRPORT ROAD PA-4 1 i- 3 . LOT 4 1 PA-5 LOT CA wyoAo VILLAGE GREEN DRIVE PA-6 L016 LOT GARDEN PA-TO LOT 10 I \k LOT 11 LA COSTA GREENS - - - - - KEYMAP SCALES 7• 40' LOT 12 PA-12 LOT 16 I Polos(.il' I HEREBY DECLARE THAT I AM THE ENONEER OF bORIC FOR THIS PROECT. THAT I HAVE SHEET I ........................ 11151 SHEET. KEY 141? AND NOTES EXERCISED RESPONSIBLE CHARGE OVER THE 0(5100 CW 1140 PROECT AS DEFINED IN SIDES 2 ................ ....... 1407715 SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE. AND THAT THE 005601 IS CONSISTENT KITH CURRENT STANDARDS. SHEET 3 .......TOPICAL SECTIONS 519175 4-21 ........ ........ STORM 08184 IMPROVEMENT PLANS I UNDERSTAND THAT THE CHECK pRo.EcTORAIWNGsAIJWSPEaFICAnDNSBY THE - SHEETS 22 & 23__..-. CATS O€TFJIS ci,, It cAflLDoAu DOES NOT RELIEVE Mt. AS ENGINEER it fifth. Sir Mr ncarLna.o.unoa FOR PRO.(CT DESIGN. FIRM, PRD,ECT DESIGN CONSULTANTS vwo ADDRESS:707BSTREET. SUITE 800 I. CITY. STATE: SAN DIEGO, CALIFORNIA Ill, FO.EPHONE_(619)235-6477 S lb No. 42 E 07 -15-0 Lop. 07- JJ BY. J.JL CR9CORY*4.SHIELDS %.J>-4 CIV%1 R.CL NO. 42951 OF CAL%t REGISTRATION EXPIRATION DATE: 07/75/03 DATE: P PhommDEow ALAN"• 6I*I(1IBL • • SURMINAM 70lflSttiT.S,,4i S.oI3io.CA 9210I 619.Z)5-6471 FAX 69.2340340 1. VI I upw NOT 70 504(1 I iff zw-, T off e ~r-;70; i 1:4 1 Lre jz PARCEL ' DR 8O6JHOART ADJJSTIThT 543. DO0?IMLNT NO 7999-0085753 071.6 N THE 0177CC DR SAN 0600 CaIN7Y REDER 0Th it. 1999. SOURCE OF TOPOCAPHY TOPOGRAPHY 54018? LW THEE PLANS WAS GENERATED BY. PHD TOERAMAIEIRY ME711085 FROM INF08MA 11011 CA THERED CK MAY It. 1988 Sm-CO 4699.41. SURIETS ILWDCSMPHY 540011 HEREON CONFORMS TO NA(ICNAL MAP ACCURACY STANDARDS PRO9JECT LOCATION 71175 PRO.(CT IS LOCATED 6171411 ASSESSORS PARCEL NUMBER(S) 213-030-18 TIE 0ILIFF.IQMA COOIDOAATE 84060 DR TIBS PRMCT IS BENCH MARK DESO9PI1LW: .8SASSTRIF IN CONCRETE IN A STANDARD SURVEY NELL 00 (144 _CSNIEMJNE or ft LOCAT(00 COUNTY 1.6 5414 06%=00E,61 DESIGNA 71011 NO. R7800 2718 #BREC LEE VA 7100 311.407 U.S.L. 041W: N.G.V.O 29 OWNER/DEVELOPER NAME, WRESSI G4RDENLAXE. UC. A DELAWARE LIMITED UAINIJW COMPANY AS OVAVLR BY== C4AW6O PALTRIAR LLC.. A DELAWARE LOOTED LIABIliTY CPAIPAAIT LIABILITY COWAN) 115 ADMINISTRATIVE MEMBER 80 WBOAR IfLIMES or CALIFORNIA INC. A CALIFORMA CORA 1100 115 WHALER AOOPESE 5780 11.607 SIBLEY BRIE 320 CARLSBAD, 0.4. 92008 PIIDE (760) 918-7765 NOTE: iTt CONSTRUCTION DR UNOERSHOUNO P4011)71(5 SHALL NOT 8(014 UNIX A UTTER HAS REED BIBIIITTTD TO THE OTT ENOIMEER FROM TIE SOILS 9100660 SM TWO THE SBTIIEM(NT FROM ROUGH ERATRNC IS COMPLETE WORK TO BE DONE 180 LMPRO(DALNT 600K 94411 RE PERTOANED IN ACCORDANCE BIN Of FOILOIWRG 001IMD1IS O**R(NE AT THE 796 Or ORSIRUCIIOIE AS DIRECTED BY RE CITY ENGINEER I. CARLSBAD MIBITISPAL CODE 2. OTT DR CARLSBAD STANDARDS .5 11445 SET Oil PLANS 4. RESCEURON NO.5 520? (OR 98-04). 5202 (ERA 98-031 5203 (ZC 98-04), 5204 ()AP 1781 5205 (1.11.8' I71 5206 (Cr 00-061 5207 (I40P 99-06).5208 (9.01 99-0.5 ((21). 5209 (SIP 01-10,flOC40). S THE STANDARD SHEORJCAflONS P08 PUBIC NOOKS COVSIRUCI?C.1I (EN BODR) 6. 506.5 REPORT .4)40 REO014MFJ4L(AITONS BY WSIITEW A ASSOCIATES DATED SBPIEMBLR a 1995 Z THE SAN 61(00 AREA REGIONAL STANDARD 084 PANGS AND AS MAY RE 460081071 BY THE CITY DR CARLSBAD STANDARDS LE-WhD OUANTITY bMr I TEM STAMDARD _ORANING SYMBOL 5 (.4 TOP! 5 ORB MW ----- -----PER 55021 0-2"------ 30 (.4 TYPE 'B-I 04181 thtET---------PER 501210-2"------- 2 (A RI'! 51-2 01.48 WLET---- PER 501150 0-2"------- 10 LA RI'! ' CIIANDIJT --------- PER 2soB 0-9 -------- 6 0 71?! 51' OEJIOUT----- PER 51421 D-IO-------- SE-Z-RE 12 EA TYPE 7 CATCH 94511 ----------21 D-7-------------- II (A BOCK & MORTAR 01U)EAD------------------- EEO 5 LA 9116 11?! HEADWALL---------PIP SDM 0-34. 0-35--- 2 (A CONIC. ENERCY 015004100 ------ PER 55050 0-41------ 1492 IF 78 RCP STORM DRAIN ------------------ ----------- 2176 iF 24 REP STORM 08440 --------------------------- 3060 IF 30 R91 57T30J4 094411 ________ --------------- ------- 3255 IF 36 NC)' STORM 0104111 - --- -- --------- -------- 260 IF 42 4105' SWARM OOAMI 258 .F 48 REP STORM DRAIN --------------------- ------- 893 LV 60 REP 57011W DRAB) ---------------------- 759 IF W 31)' STERN MAIN -------------- ----- 704 LV 24 CI.4P STORM GRAD? ---------------------------- 159 LV 30• 38' STORM 011494 56 ICY IN)' RAP ---- ------------20920 0-40------ 34 (A CONCRETE 4804085 --------50R20 5-9 ----------- 16 6.4 DESILT BASIl? RISER ------------CARLSBAD DS-J ------ EA CONCRETE LI/C -------- -------52920 0-63 - --------- 2 LA COS (1161 ------DETAILS 5415 2.6 23----- EDS1WC STORM bRA/lI --------------------- --------- ESES1WGIEADWAU------------------------------------ ('AISITNC TIRE B-t' ORB 991T-------------------------- £850110 TORE 4' OIANOUT----------------------------- N07E ALL STANDARD DRANINC NCIMRERS REYTR 70 SAN (5(00 AREA RIGIOIIAL STANDARD ORA6INGS (*055 01710.4615! 6*THCA ISO. CITY DR CARLSBAD SIJPPLEMENTAL STANDARD DRAII*NG - ?EWPGIOART 0621. TA 710W BASIN ç4lTllr AND CAPACITY TABL -LS MODIFIED BY CITY DR CARLSBAD SIDE PRIVATE CONTRACT AS BUILT' DATE RCr' EXP3°' RENIEWED BY: _____________________ 1 iiiI_CITYOFCARLSBAD ENGINEERING DEPARTMENT SHEETS __27 PINS FOR THE BAPROW1.RBIT OF. W RANCH RESIDENTIAL ST4DRA1V AAPPROVED: LLOYD B. HUBBS Or tIR#ES 12-31-00 1(58 9505(0 58575.5 15k 768.QJAAJ 3"J-,ES , iL2It . RESIHEPAN LET IS BY: .Lj 11.1411.0BY:1 RY*VBY____CT 00-06 PROLCT NO. Ii __400-8C ORA WANG NO. L321-06 AEO1BID ,514921E 2,11 OATS INITiAL 14014(0? REVISION DESCRIPilON DATE I INITIAL OiHERAPPROVI 0 ImCnAL014*4 O1YIPPROVAL STORM DRAIN IMPROVEMENT PLANS BRESSI RANCH RESIDENTIAL ' DRA61I4G' NO 400-8 P08 (N?659 RANCH RESIDENTIAL IMPROI6AISATS PLANS ST bRA 61.40 NO. 400-84 FOR BRESSI RANCH GRADING PLANS ST DRANVJG NO. 400-99 P08 BIESBI RANCH IND4JSTThAL IMPROItIAVIT PLANE ST 0848640 NO. 400-8D P00 8RE551 RANCH INDUSTRIAL 5108*4 DRAIN PLANS. SE DRAPING NO, 400-RE FOR EL FLERIE STREET 1MPROIOMENJE SEE DRAWING NO. 400-8T FOR EL (MERlE STREET Q?AOIIYG PLANE SE ORA (sING NO. 400-80 FOR ft CAMINO REAL MIPROIf3iE4FT PLANE REFERENCE DRAWNQS aiv or CARLSBAD 0140 NO 365-5 0815 NO. 378-5 'DEcLARATION OF RESPONSIBLE CKARCE' SHEET frEK 1032205 ) 07 1003 072004 12VO4 I"R It 110DbKtfl.DlOflfl LOOf \ft5000LO IKtS000 009 UJIUO/WJ 0044 Cl IN fl .60 ItO. 2244.00 STORM DRAW DATA NO. DELTA OR 890. AD*US(IL W4G118 REMARKS H57V(44W --- (6000 42 REP (7330-0)! N2404'57W ----- 25.91 36 REP (:350-0) 3 45W'00' (lODE 85.39 W REP (:350-0) • 970 55 03t 9079 36 REP (7350-0) N69514'58W ------ 20.00 3(Y REP (7350-0) 1 N6905458W 30 REP (1350-0) 1 7 N69V4'58* 3(T ROY (7350-0)H 8 92053'02T — 70.00 18 REP (7350-0) 7 P 92055'02'E -3000 — 11.135 18 REP (1350-0) 7 - 55 0,3-E -7200 --68.91 24 REP (:350-Dr - 475048 305.00 220.99 24 REP (:350-0) 1 N151415t ---9000 -'009 14 G9 I WA1LJ419I JW15 # AD0) 00-09 OIER R880954G SIEEL "1"01)(3-02 #/ ADO). CV9€R 09539 85995080190 51019 REDS (so) ~,J -, i - - i - - -t- I T t tl I mp L_ SIZE PER 1JI91 i jI TThf /4F' fv "A Fm I GRADE hftT1 + T' rfUSorrell Fil 4 4-6 4 1 Lf11 tj L rti All /l/1Ih jTT1J —t t1 TT FONG No 455-8 4 _—H1 c—c- tV\I -MCLI 'I' -- I J l I 1 t + i2- Pill III i DI!NO t j t I ONG PW 270 12 Pill III M.28 1 ' ® 4.::L.. #F t18' Rcp z if DO w 1 iuffl1 IJ1II ?8RtOO Ir DO 1Fo2l:Oz 11 :1IafHpT ®; v + ' - ' - 4 4—.- i--i - . • -1---- ----- - - 4 ,-- O.lZScfsV..iO(p. 1-- F . I : _____ I , . . . t '. . -.-•- + --- - i 260-5 -5- 26G 2 .---- - .. 4 -_. 220— -- --.---.. . - . . -r-'---• •.---, _-.t --_ -. Q...452cfi) I PROFILESTOF4 DRAIN 1 • • . .;• • --- .t... . \ \ STA. 8+10 Do' -441 -- . - . . . -- • \ PRORLO STOADRAIN -+-- ±-•--- I ST 5+2006 PROFR-E- STOW DRAW UET • STA STORM DRAUV PRORLE STORM DRAIN STA 8+1000 \ . . SE- 40' 4 . 29'J4 HrZ Ill'' r ••4• C HZ 1.40T. 14' •AI NOW l:_4•m, aa call AAVIORS PEP? 5+00 6+00 7+00 8+00 7+00 8+00 o io+oo 1ccamAcrw TO FIELD cry WIN AM LOCATION OF E)7S I 30" GAS 4- } - -. / , >7 %A' / • ______________ - VIASAT , / CAMPUS / \•.. S \ / • -- \ LOT 2 — , -- '-.- - 8 SSI!R PER PLAN/WHO N -. ('060 NO 400-8 LOT I N N - -Zz_ ----- - -- / N PER 060 NO 400-8 SOG a E NOTE OPEN SPACE f. ?W E.4CA VA 109 SHALL CARUIJILYHANO 0.0 811)09 2-05EV -- 5 9-- OF W NA ISRAL GAS RAN$M)SSCH L59( '- - - LOT 17 NO P08539 CS'ERAIW EOUtHMLNT 29ALL BE ALL0I40 MIHW 2-MT OF ANY P0860908 BE Al GAS IRANSICS9rM - -. - — -1t lER p09 5*95. T — 0745.WA Na 400-8 \ \ BASIN PER ONG ma 400-84 'i'-ac AN04M PER INICK BY WLONC BY KW Ol FILTER CONCRI ENERGY PLAN TOWN GARDEN ROAD APPROWD EOUAL OR S* DISSI PER 0-4 4 gLOFESSI BENCH MARK PRoJEC?rLIESIGN (suLrArs P7181818) • &497TN. • &CR4=M • 70I9tHS. S ptCA 92307 N 42951 OESEPROIIOR: BOER( *9 C01409510 IN A STANDARD SM96Y Ill ON 679-2354477 FAX 619-2314I349 0819 C4IW REAL ______________________________________ WCA ll0.'4 RT! Sm ORDO PESIO4URR DESY39JAPOR NO R1805 288+BREC p€0 CL ' I 9*00 I ELEVATION M. 047718: NO.9.0 29 DATE IN W I 42 REP-O Lj -o - 4 i,-E056HGOROVAV1 - • - •-' VI < OWOIIREDIE ø\\ --', --. •'\\ 5- • \\ \ N I— I V '1 •.. - - - • To/ - 1919Z53 sr ioo r n ' BY 14' lONG Y (6' 74705 'ALO.1-20 H 14 - OVER OILIER II J5OX!E4P2R0 EWALOR___ - 6• T80( 3/4 00* Ifi 8489 AS BUILT" 11.07 [RctP EXP -1'Y DATE RE WED BY: — PRIVATE CON1RACT 1ht8f —- ________ C I ITY OF CARLSBAD ISHEETS t — -I t 4 IF ENGINEERING DEPARTMENT I 27 PLANS FOR THE IMPROVEMENT : BMW R4N1PEJ77AL1 INITIAL DATE INITIAL 0 B23 I PROALCT NO. ORA18NC NO. ii TOY.?-! GAPC&II ROAD S74 CR4?! -- — —_II APPROVW- LLOYD B. HUBBS I i L04 :4çI0.3 COOED BY: - -_ PPR0v 01-y oppl*ovAt RW.9) BY: CT 00-06 400-8C 190 09- 1148. I I I I 740(0 FOR MASS (39A0*9C 195. 0745.. NO. 405-8A FOR 81980653/BAT PLANS RU OVAL NO 400-8 REMON DESCRIPTION o 20 40 80 70 [1 L r 5(1469 REP- 0440 NO 400-8 I I V. o 4re-e\M.414-Llfw 4.,(orm V0I\'4OSVQ07V\0S5LJVJOCA V.2/&/IUVJ ILk 4Q19 AM PSI 046 Z244 C : 4 Tt+1T 4±4t 1. ±:t ±ht: t4±t9i t±±L 1:1 W f14f t4tLiM4fE : 4.\tji 9: - 4 FIJ1U90F50I(44 '4 iIl —,, . 1 .4 t 4 i I -'•' .4 4 .-.4 - - ." + 1H4 ----f I t t i I ps.09r0wm2?am --/ 40.01 T 2Z O _______ L _____ ____ 21* --Rcp rr I + I 0 * 4 I i I p I f ; 1- 4 1 .1 :1 +4952 - PROFIL& STORM RAIN STI& 12+49k-PRORLE STORM DRAIN STA. ioi' PR( W-E TOWN GARQJ~N ROAD : . . I . :. . . . 1. ., 10+00 11+00 12+00 0 20 40 50 10 SCALE- 1 -40- 2/ 840t 019 PER 0110 400 40e-8':si,,, PLANNING AREA 2/ i V'ASAT 3434.1) 7042 L7 I rwrrc.8. CAMPUS 13+00 14+00 TEMP. OES.ET. 8456 PER DOE. NO. 400-84 , PLANNING AREA 2 ----S LOT _c. I' - ------- 'S 04,0 NO 400-8 PLAN TOWN QARDEN ROAD SCALE 40' OPEN SPA GE LOT 17 P/ PRuEcrDG Cowrs RA0I • IIIThL • • ( 4 B .- S , CA 92404 Ne. 42954 019-2356471 FAX 049.234.0449 7-15-03 U1I 111W WI94I I SO1-lS-.iI 49' I I l I Civil ia's $LI 6010 FOR MASS 04404440 SEE 0040. NO 400-84 FOR LU°RO18MZNI PLANS SEE 0440 Na 400-8 BENCH MARK OCSCR49DON: ERASE DISC 49 49 A sr.440A60 EL49oY 4950 ON (84 N1ERL#8' OF CL C9M4NO 9040 t004 l)040 LSEAIITY OF SAN OFDD W1041450 (8'9041A 059 NO. PJ8f30 288*8C (43444 904: 314.407 M.50. 04)044._6.044.0. 29 PRIVATE CONTRAC1 "AS BUiL r i4 ..4 "A 111407 I nco',c EXp'ID DATE F RE BY: ot DATE I IJ CITY OF CARLSBAD I ENGINEERING DEPARTMENT I IsIws I 27 1 'PI.AIIS FOR 1540 IMPROVEMENT OF: 9?ESS1 RANCH RESD&fl4L I TOWN QAROBV ROAD STORM DRAW APPROVED: 41070 B. HUDBS.# .01414 BY:D,,I CHILD BY:I RV11O B _________________ PRO.40C1 NO. I Li °° II DIIA84NG NO, I 400-8C DATE INlilAl. OF Wm ou REVISION 0 ov YAPOROYEL I A001 COOER oo REIIIFORaWL' 23000 Rro (Ir) 8 LONG 1415 5070000 7 ONE END 8, LEwnfS REVELED 51 OAT Em I I N4814457'W +00 18' RCP p350-o) # lj .8'45'42 9000 1576 614 Il,736'srw ---- 4576 34' 9CR (1555'O) (I 0'S725 P9 533 30" #4044(12.54)6 STORM DRAIN DATA NO0ELTA ON ORG]RAD(US(11 LENGTh(( REMARICS $04055070 ]. 9364 36 NCR $3.50 2 I&00l• ]is&oo - 30 RCP 4350 3 ( 14'82' 34900 - 4 13.50 I 2.o50 9000 4350 I N)771'W'W 4000 30 RON ($550)! I N!721'18W 35.00 30' RON (13.50)! J C N40 56'40W --- -525 43.2$ 8 RON (1350) 48' RCP (1350) ADDS. C0Y49 OVER P6J4FQNETN STEEL R405 (is' 8' 436407'HS BElLOW rO'B EM TF 4 I HiiHf1 I 032205 071 003 1i r Ttttt1 i f 4. j t T T1 I I T thttTflttft 1t t1ffj.tft iJ' Tt Th i:44E .: tU.ftfl IJ+jj,33 t1 t iDiflL +ft Lt flm - l+. 1i :V 4+ r TTit I - it1 JiiitLiir rtiT i! i h1 ijitti th ;jtft1 ijrl J1A.J41i 1 . As 4 h--L 4- _1 _iiii -t 1 f - ( c VILE • STA 20+9i99 t-208 _ñ SSCALE r4- P44 7R 342.3$ :t - '42' 4''•4I I PER 04I 10. 4OO84 SrEFLAN(? HG SIZE PER IORIEXPLAIF 1 1 (4OT+4JE OR 9173 - - - 4 36•1P 4' CUT Jays- - 4 BOTTOM or ft 30000 I - - RCP - 225 LEO I0009 8A98 295.80-.- - 4 Q..20cfsIf= 10.5 fps -1 PER D%C Na 400-8 LL ------------- ry t • - .4- . 1 4- INN L MDRAIN • - I . - - - -8 11.99 OPT I 4 - . 24 '-8(x0O1foz40x - 184813886 245 do V - 78 s 8 287.44 I 14.7 9 - * •••••••-•••••• I - -/ . 4 4 -- - - - 416J8128885J - - 4 • PRPI 4 f IP 1 + - II I I T1 I 411f1 4, rt- .1+-I-- '1-i' ' •-..L...#4J7 PEC 890 818 301.43 ER 09080. 4LX1'8 -1 IIEWTAR-+ - c. 18I44s I * , * I ... 4-'- PR 'FILE STORM Dfli N 45TA2+84.12.---. - 4-- 56450. 1l7'-40 1(84. I'-1 4 4 4, - 4- -290---- 4 --'- + 4-_ -.4_-I -. 8 F 50' 004 2834 4 - r,PA IPJ arA 1"11124R . • BENCH MARK 8459411411015 817455049484 COREREIE 6'I A $rAA409811(r 90L 38 OR 4ZviERuI 8441 644680 PEAL _________ (SEVA 71084 311,407 MSL CA TIN, 8.6.60. 29 LOCAI IOVI 61884 IV 84 548 04400 485 6448)84 CI91ERIA 11714 80. RI64+02.80+5 PRIVATE CONTRACT AS BUILT" DATE RCE #Z' txP3 4' ' I - 84*4446150 BY: --- I (11I 6 I CITY OF CARLSBAD ENGINEERING DEPARTMENT 27 IPLJJ,IS FOR THE IMPROVEMENT OF; BWSW RANCH REENfl4L TOWN Q41)BV ROAD S7tA DRAW I DATE LAJL__________ LJIOF J APPROVED: LLO'IIS 0. HIJSOS 9 4-0 12-31-00 I I D'M4 8Y; 5E.-I I PROJECT NO. I [ CRANING NO. I 04)50 BYLI I RVNV CT 00-06 I 400-8C REVISION DESCRIPTION 017458 9848011 GITI 98489445 Job ,o 224400 I PLAN: TOWN GARDEN ROAD SCALE+ I' - 40' --- N 0 20 40 80 120 4. \F4*414\4 4+.0 10+444wrr* U'C4-'4%'4d50+d'*++Ol4'e3UUDGWQ C).}/4S//UUJ Uis J9:44 PSI OF /ESS1o\ P PROJECTDESIGNCONSULTAWL I ?ui. 81011111041IRML • • o0* S Diq*o. CA 9210)No. RI 05*40*1. -800 619-S)$-6471 FAX 649-224-0749 1( I I 42951 I RIjI 4p. 07-15-03 J,) 0 4*00 0*0 0*0010+15*4 4 I 4 I I + ..... . . . . . . . . --- J E f i I SIZE PER IVAIL t 4 + 4 4- t + - I 329 ;'~7 F+4 + 4 tN Lj4 jI2 1 : r f1H. 1ft1j,,tJ 11: 4I ± 1 ma Ayr --'---f ______ ___ -. + + Ct.H.ETS t 4- 4- 4 4 + I " t : ,T 2°; ' :2'"n ' 8P1VlVJR'i25 WT(..C q 17.3 N4)0 lion 4--~--: tf _"t PfR0W0.44008 t 4-' C NEtfl 4 . 4 - 4 IEMP. 4 , 3008I 4.0 HGL 36 RCP 8.25 IF 290----310--- +.t--,' +, PROFILE ST STA.20 SCALE, HOW. 1 7 I. • . - - , 4 . I . -. , •18Q4• - - - 1-t - --s--- - -. , --4 . 4--' + . - - .--"--,-----4-----.-- , -4. 1-. . - .- + ' - - -. - 4,,.' + 4• -4 * - . - . IE` COUT 6 PROFILE TOWN GARDEN ROAD . . • : ' • - G4E0. HOR? 4.40 1(84. :'-4. 17+00 18+00 19+00 20+00 21+00 22400 23+00 I I lfl1P. 019157. - 9491 PER 090 - 80. 400-84 724 CUP RISER ~'1&'21J 3EIWPRISER PLANNING AREA 5 RITLE PLANNING ('AucAwrEpD smEEr I - P N/S AREA 2 ii 15+16 - (146 1 LOT 2 .0 I4\, $9414. 36' 69414 4 > 3 ' -. I S1Q! OF&!LDATA CONNEcnw 19 r 3472'39- 12' 1490 WAlER 4M7 -FW-?844 IF Nwljol*w 2Z25 18 ROP J50 0* I 8 1490 LEj4€R PER I I WA MR TIONT XNTS OPEN SPACE ' / Na I -L 4 W LOT 17 H / - R/1L I NOIE- I • 8' 1386945 640(550 5 8018 0+05 AIJCANTE RD 'K S7T1EET I FOR MASS ERAD#4C I S L(NCIIIS 84103.103 112- (8 0+0 SEL •EE7 *5 AM) 16 PLAAWWO 1408 IMPROVEMENT PLANS 541 DM580. 400-J LOT 10 - 011003 i f -LHttit itiij1H_rti ; + J2P6VWIR,542. - + 4PE44004404L9 8 -H____ '4' f 8P6C58QISS64 - PLH'UIW.MJ. nOO-8 'F 4 - f-4-H 4 I RMRAIN— toaoo 40' 4SST. 1'-4' PA7 FLMM S1E LOT 6 ! JJGA6' nit -91 -2 P9C WAItE 460 "' I '-I PLANNING r I ( I AREA 10 Rfl 10 LOT Rfl Yrs11 'Er 'KK'STR EET TI — PLAN TOWN GARDEN ROAD SCALt 1"- 40 • . FOR MASS CR40860 SCE 0.C. Na 400-81 T FOR MIPNOIVI(NT PLANS SCt DK Na 400-8 N i ,tssi BENCH MARK P-1 61WW~71 0 20 40 80 /20 _5CA9201 03 N. 42951 __ FAX 619-234,0349 OLEVA OOY .1:7407 £(5L 041166 N.OVO 28 3-5 "I_- I_,fff1 r. 4F,flqr\ffn 1MM 16W\)60m7 Uf0:1\V'0S409I40F\FOe5ut1/OAg UJ/!Y/IUQJ OiL 41.43 FM PSI I I U I L STORM DRAIN DATA ---- 8 E 74900 30 REP (:350-0) t VN5015,ji7r 26100 30 REP (4350-0 9E ------ 80_AOIUS4'44_LDi004(ft_REMAThOS 37.00 30 REP (:350-018 _24800 2225 _30_REP (:350-0 t :8Aa' (:350-0 W 825 8 REP (:350-0) 7t 4296 I8 RO (:350-0) oiioo PRIVATE C0N1RACT AS BUILT' DATE RCEQ'2 PECTOR° ___/ DATE SHEET Ij 7 Ii_tED___NC _ CITY OF CARLSBAD DEPARTMENT 1 I0 T01 Ii_27 I IL tANS FOR THE IMPROVEMENT OR: I ?ESSI RANCH RE8V9fl4L I TOWN aev ROAD srcvw o,qu, LU IAPPROVED LLOYDB.HUBBS6PWES1234'.05 15%444 BY: I HKO BY: *.j I RWR)BY: PROJECT NO. I CT 00-06 II DRAV4NG NO. I 400-8C REVISION DESCRIPTION DATE 1INITIAL! DATE *446 no 2244.00 L 44LI 4JJ+t44 ULi44HtW: —r-H 1*W4flT 1tft :th 4jj4 4j 4ft ____ ____ 414 4ftft — -r-1 4r J 4fJ-4i H i HHf H±h+fL :)T'JT T11 rr''f r"; : —r 1 -- j.- + Z4LL io'n F 1 - + OUT i4c HGL ___ ______ .44j4 : r :+ E PW NO 95 DNG 4 cfs PRORLETORM DRAIN: 4 4 / 1 610 t, 525 1H0041 40EF6T 4 320- 340 PROF1LS , -- / PRORL : TOWN GARDEN ROAD . C(M NETS • StA 29+6700 23+00 24+00 tT 41T:flh1 I. .4kJI T+ l r Iri;ii: ft.. :t Fti I : 1i4_U t it r LL ; 25+00 26+00 27+00 28+00 29+00 30+00 44'4. 'i: 441 Vasw GO OW rJ k: T1F jt Ltit; 414t ft+ 1J4i 1T4 • 1E4I •: JIL_iL L2.. --T1: t .. i4 1 Iittf.4±Li7fir jt_tttj± Li ii 'T ______ ( 4 1 - zc(I'LEr.$rAiO2#9744 - -4t- 4 4 I - 1- + 4 4-i t f . .. A - - 4 SCALE' 1=20H v j i- 4' + -- 4 I + - I + •-i-'l - + 1 4 - -/-- .4 4- -gt-.. -i t+ - .-.+ / . -- t-.-T .+ + . .4 . ., r '£.270A2 t. -t 1. 4 . .. . ._+ ;CtV*LET'STAIOZ1-97.44.i 4 1. . . t ,--"-; ..' . -i. + . ..4 . • PER 0$ H 400-8 5tL20Hl'4'V '( i'--t,tt •," f(t i'l ' i i Ii II -4 '.4... •4I019,6.-.A-.-- __4. /-- .4 .4/' 't - -+---I-4--3-4--.-- -i---).- --+--4----4 -1- - t -240 . . 9CWp9Q1T20N1 . . _t-,' '. . - H RCP Na I 4 . ' . ,. - - - J -' --+-, 1 1 , - . 4 4 . .. - ..,. - i .1 . -' - - -I. -''I . . - 4.,, - - - - , 8'00 258 O.5.8c, V=-73-O0p *+ ! X-1 P 4 4 .•• 4 . 4 -- 4 4.4 4 -.- ' 444 '' 60'RCP- 4ZWLF STORM DRAW S7 A 108+00 CENIERUW a, SA IM 252.$ft H -' .'- cm8vLEr, STA, IO8+OQOO , C(IØtLET • :U W+00.00 SCALE, 7..20 H 47.4, V CALE' 1-20'N-1'4- v 103+00 104-I-0 105+00 /7 's • - - " I 111+00 fl2400 .1 SP PLAN '- . . . , . - -j 1 032205 si i BANO SIN PER ' PR$FILE:ALiJCAw1'EROAD . $CALO I4LWJZ t-.40 64187.-- - E3.1Sfl80'04k4D I - - 0 W4SRL94E \1 • 108+00 - ioe+oo - - tio+oo oZE SHEET 6 7hVCK BY 24'LW BY TOWN GARDEN ROAD 74418)CMARA77 200140' .-.II I ITI • 1 i -\ 1. L0'• - WCK 3/4 It 7/2 ?+7 - (1) ...- - I / BASE CVNCOIERCYDI$4194TOR PER APWA SD. 384-I 7+24187 " 1 ito L SE S~UT 26 =32', W--24 ur . / . L PER °'°-1)\ 25' O.C. CONC C;iFRS PER 107+00 SoRW S-9 td \I 419423548 GRADIWO PER 6100T23555 060/40 400-8A OPEl) SPA CE 4 4 Ir ROAD 'PCC Luc 5 447 LOT 17 _T=-_4--- II00 77 00 STORM DRAIN DATA HO 0TA LW 9470 ACPUS(IP W10174(ft REMARKS 886 0200 .8 --- 24187 60' R(2 (7350-D)t Fm 2 42S8'44' 420.00 90.02 60' HER (7350-0)4- h 40-1959- 120.00 84.47 60' RER (2000-Q)1-lfl H?'54'E 73271 6oRafl20o-0)t!ll 5 57554' 241104) 24107 60' RCP (7350-Q)t Ill S 93559' 28100 47.42 60' RCP (7200-49)11! 74 84235.8 --- -- 49290 60' RLP (7350-oltfL - • iooss. -101. 60 60 HC2'4'G5d-0)tl! P 110 714121'E ----- 9L 60 .gf2E40-0)tl N(7506'49t 47741 .a'T0(-T)Tt H02EI3'4fE I --- 92.90 24 PER (7350-0) oh 1$711 813.00 2777 24 RER(135Q-p) 03$754T 5127 24 RCP (7350-0)t 391228' 45.00 30.79 24 PER (2000-0) t • 8351434W ----- 53.84 248ER(20(X)-0)t 8531975.8 ----- 64136 30 PCI' (1350-0) till 889 46 59C --- 35.45 90 80' (4350-0) tffl • 1189 46 59'E 62.00 30 80' (9350-49) tl# 8894659't 70.00 50' CUP 1404 88751117.8 ----- 5.25 78' RI'7 (1350-0) 88728'17.8 ----- .17.25 78' 80' (7350-0) 881Y42't ---- 4.27 18' 80' (7350-0) 88817425 iE- 30.27 1 78 R0'(1350-0) ; 011003 I I I I I I' '4 Q /if lOot. 006418 06418 REWFORERJO 5700. RIOt). (2.5') 40PER 0.8 'I mi AODL COO? 07418 RE90080180 STEEL I4f0Z'. (3.0') 90 ( - 11111407745 AIEVEZED 5 80104 El/OS z LU cc PM ".4,-., 61 - 7041400 70500/ - 00 6.8ox 106400 1074 < /4 8' PlC SlIP PER 06080 400-8 l -T6 FOR PROFW-=S jg o_5.p TE' 705443-84 - 27.5ff RT flCA7t94 8441'H PLANNING 4 - _1 LOT 10 __ coma PER ¶SOM S-9 08)8980 PER ,_.J 06080. 400-84 - T 1t9947Q$k IL ' 71941 r CATCH 8498 - BENCH MARK L0w - 15494. 0591 F- 7' 64974 PER 040 740. 400-84 - z_ 05P041 B8ASS 0494 84 CO75 *8 4 STmOAPI) SL*6Y 6004 LW 0 20 40 80 /20 '70491410' p 044847) REAL tOOl p 198471' OF 5AH90 15pMi,&J9( 05905ll4W NO. RI&$) 2$8#8PE0 LiEVA 1lO'L: 377.407 *4.5.L DAlI/U:4110 V.0. 29 ------ ---- - - I - -0o -4 j)lXo0 68 PLAN: AL!CAN1E ROAD 14 P PRWrDCONSULTAWL I __....J 50795609.S.04810. S,0q,CA 92407 lI'I 110 •527 23 679 34474 VAX 679.234.0349 81 CE '484 068 80980 I OO P0 lot C5054l3-03l I'. I C4 NOTE, I 70' MA LWA 040 . 484 FOR M*780603587 PLANS 95 060 NO 405-8 PRIVATE CO TRAC1 AS BUILT" DAIS RC54'f' 5xp3.er BY OTE 915(1 II 15 CITY OF CARLSBAD ENCINEERING DEPARTMENT I Liiil IPLANS FOR THE IMPROVEMENT OF, BREW RANCH RE1TZ4L 1 IALCANTE ROAD $TOPM DRAW APPRO B. Hu$Bsr 72-37-09 I -ø 0984 BY: 0480 BY: on APPROVAL]011 APPI7OVM_ RW4O BY: CT 00-06 40O-8 _____________________ PRO.LCT NO. ORAIMNO NO.I 1456 85P75W 86141 OS 8740 VS OATS IN71IAL REIIISION DESCRIPTION ___________ 4 0 0 co ngr\2744 \M4SS-GRD\510(m 0:077 \Res,der!iql\Rss-SDl5.dwq 03/11/2003 04 0?. 14 P/f PS! job m 2244.04) - --4--- - I I I I I I .4 4._11 _~p I _t 4Lt 4ff fl tk 441 - b T:H It III1flJ if _ _ TtLTV L:tYT 'tt7' Ti H: "ttTiH IL 92F MR ULIAOL (BY 1 4- ___ *+ ....+ ..4 ./ •j\ - -t.-l-i. 1 / .-+1- 4 t . r • f + '-- ------.--- + - -4- .— - 4\ . --'-- i--- •t- -- . - -'..:- - I-i- .- --f--j-- . ± -----' -j r -4- + f t l.' 4. 4_ J-..4-- -4 -$---+ f'-41 .+ J -4 I I I - I S 4 sonaw OF / __8ASW 29Z, _______ i 1 -r •i- + •- -- j•. 1. r- .D.4Oa44-. +.,t•__ 4 + .4 ..4 •__J,I \1.H —240- .. •I ® Hat I ma 'WOOM VAC * PER SVRW D-34 TYPE NEADWAU N . . . . . 4 91 - •. . . -jr FPJPJW-lCR4Ot... 4- - . ocv*-im- -- - . . . Eourz_18 IEl9flI8239.O - - . - o..,g6•8c_t RCP -(Laf — Z -. VRSD 0-41, 1 6 1+2+90.69 24 20L :-3, -21 rp :uJ1:° r- 11LI. Jt HT j AE OUT 287 97 *V 18' 239.07 114 TON CLA ______ _________ ___:•_ - EEP PER ti_I .---- - •tCL*S1DOS_J 230— 280 4SI•1 25 O.C.00'IC T 180- - . - __/_ - •- •. - - /J ?SPtR - - 1 - - •-•-''--- I - - - -' -. I - ----r - * -. • 4. - .-._. .. . ...... / I --71 ' - . - PROFILE-STORMDRAIN - •-•- - . - / - •) - S. Al tAAI7 Qr'ArI TA *1OLQ7AA • - • - .4 - . •• - . V 8 1- - ----- -/---l - -TI//I . S4LLI4Ot1I-4 . • - - 1 - • -- - - -/ . - - - SNCR PLAN 11WE9ETI -- . SCAUHCRIZI4O ART. I 4' - - . . .......... 441++4-*--..---..-- -• / I - I I; - - . . - •I -• .. ••- *- -. -- - - - i - • - :. / : - . - : . - . - . - . - . . : - • ..: : - • -, : - 220-- 270- --- .4 .. ./. •R/F. . . - ..,. -4.. -- a - ;, ; • •, IWA1ERnGHT .V*.N1S + , - I AOOL COVER 018R REINFORCING SlEEt REDID (Ic) SEE PLAN SHEET /.JO. /5 Ot _ . / NO 400-8A 114 TOV CLASS RIPRAP OPEN SPACE I / r . - - ANCkORS PIP -. - - . -: - - - .: • / 59R50 I CR 6 17440 3/4 I 72 E2SG1NO- / -BASE ER - - - 7.M.1iT IT \.•____ - I TOO ORCIJIW RI'PRAP 2-- ---250--------- - - _________ ___________________ — T43 - - '-ENWRCSW&VIAL I wfllt 7ER FABRIC MIRAfl UWIS - . - - - - - 7000 (APPROVED 00U4% 40 -U[7811 .- OR 17410(3/4-11 --- I CRAOINCP41R 009C 650511? ± -(.c- v - * - -. DIG. NO. 400-84 PER APT/A 284-I . "- I - t-32 412 - - 63P4R041EN (AL - 5' SU00R4W PER - •*a•T 19. --------------- - - H - .. •. - j o oo - - = - - - - ,6 ',• - 18 . 4--t'. PORLE: STORM RAIN; :ll 2: .", _________ __________ ____- ----- —4LICANTE ROA!S it-105+60 114 TON CLASS R~vlkw U41NTR-RAP2.0 - I - - - - - * - - I-40l-4' - - !ACMI04/I PLAN: OPEN SPACE 1 BUILT` n#CK BY 24' L - PROFILE: STORM DRAIN . 4 - . (CR 5101W CRAW FLAN WW 91001 IS STORM DRAIN L APPROVED EOV9 OR 6' 70 - - ALICANTE ROAD STA105+50 • - - -. - - - 4 - SCALE 1 -40%____________I-/i-., - 1)4101 3/4'JO I ' SCALE, NCRIZ I•.fO 4097. l.4 • - - - - * -- 4 - - - - 0 20 40 80 720 DATE BAUT - F $101174 DRAII PL4)F NEW SEE - - EXPI _ - RF -14MD Br. .*• ..j . 1-- --- -- - • -: ..H :.: . ITT PRIVATE T. L1 STORM DRAIN DATA NC_DEETACRBGjRADItIS(IttENC7)4(ItM_REMARKS N7lflsst - 704.00 V.REP (73.50-0) i I N7122 .55 'F 104.00 24 REP (I350-D)tl I FOR PLAN WEW 307 U S*,m SiRI0. S Dka CA 92107 ENo, 42951 I SEE SHEET 15 671)235-tAIl FAX 619,Z34.oUg I -C4-W1)_01) I_ i S 04-79-03 () I ATE SHEET uii 'I CITY OF CARLSBAD I ENGINEERING DEPARTMENT II_27 III Iss III i PLANS FOR THE bPRO*.D1T CR: II 'ES RANCH ENfl4L ii__ - - — ____________ 4PPROI10O LLOYD B HU985 II _ r 904 PROJECT NO. DRARING NO. II BY _>71(0 CT00-06 ii_400-8C jJ DATE IIt ___ RE'4SION DATE I lWaTiZ7 ii L! 49174 013y499510v4Lj!RVAO 1 \Enqr\2244\MASS-CRO\5104-m Oraw\ReskIeioI\Res-SDl6.dwg OJ/I9/2005 01-33-16 PM PST — 4b0 *0.224-4.50 032205 071003 D I County Hydrology Manual Table 3-1. Table 1: Hydrology Criteria Design Storm: 100-year, 6-hour storm. Land Use: Existing, mass graded and ultimate open space, roadway, single- and multifamily residential, and industrial. Runoff Coefficients: Based on criteria presented in the County of San Diego Hydrology Manual. Open Space, C = 0.45 Single Family Residential, C = 0.55 Multi-Family Residential, C = 0.70 Commercial, C = 0.85 Industrial, C = 0.95 Hydrologic Soil Group: Soil Group 'D' per the County Soil Group Map. Intensity and Time of Based on criteria presented in "Standards for Design and Concentration: Construction of Public Works Improvements in the City of Carlsbad," Drainage - Design Criteria section, dated 4-20-93 and the County of San Diego Hydrology Manual. See Appendix 1 for the County Isopluvials. Minimum Tc = 6 min used per County of San Diego Hydology Manual and AES Rational Method Program. 4.2 Hydrology Methodology From a drainage design perspective, the backbone storm drain improvements were designed to provide connection points to the individual planning areas that satisfy both mass graded and ultimate planning area development hydrologic and hydraulic conditions. This approach was used to avoid the design of separate storm drain systems for each development condition, and provide the individual planning areas, during final engineering, with a backbone system that can be connected to without, or with minor, modifications. P.EPORT/2244DR.DOC 9CITCII 4278/42170' 7711 OOWRMIEIIT CODE 61119*5 A DIG ALERT W04I87C477W 4*879671 96 ISSUED 967w A PERMIT 70 CXCI VA ir 7581 96 VALV. PEN 173.0 010 ALERT La NUMBER, CALL WWWOINO 2716101 ALERII EEL FREE 1--422-4I33.' 7759 NOWING 0.415 8DICK 700 040 OWNER/DEVELOPER NAM(. 59659 RANON OE7*LENIENT UG A DELAWARE 729110 VABUTY CCMPANT. AS 0777(71 BY, 680 BRESSE 1-P4 4 CALISRINA (03110 PART7ERVE' AS MANAGING SOlO 817 REDS CO9IRACTENS 646.. A CALIFORNIA CO?P04411C86 AS GENERAL PARTNER ADDRESS, 78802 BARE7WI AINME INW* CA 92612 NAME' lwocdr e-, OLOACAM 77110 E2._(is4m__PSe*aa.1 P PROJECrDESK7NCc*iSULTAWJS I PUWU • HIMANDPIM11MUL • almemne • stwwxps -.__i 70771 S41O, S34 691 lo.o D., CA 12101 079.231.6471 FAX 679.231.0349 "As BUILT" _________________ CARLSBAD MUNICIPAL. WATER DISTRICT frE{J&gB_!1 CITY OF CARLSBAD #7R0 DEPARTMENT 611106110415 Na (8 FJ((SL J.FEOW1&..C.PAL IXJT 0'.LJ.N(S I I &ç84UD WS.Ø. CE: DATE RCE ql2fl EXP.; _ RCNC14ED B Y 'INSPECTOR DATE _____________ DEPUTY 0110496*68 It - 07161.417(61: (8-30-06 I - SHEET I CITY OF CARLSBAD ENGINEERING DEPARTMENT I ISHEETS I I I 20 I f'LANS 704 NE IMPROVEMENT BFEW RA1 - D677AL - - - - - APPROVED: 11010 6. 436858)' (SPINES 12-31-05 I $*c I Ith#4 - 2/9107 AS-Bunxs I 1044D8Y:264S._.II , IRA69O aii .,, 02-15 II 4213 j iLo !E REvISCp5HEErI7 DAIS INIT1AI OF WW REVISION DESCRIP11ON I OWN Br:..L..I I PRO9CT NO. II 0717.98616 NO. ENCIRM llLiflAL 5 QflIERM'PROV# OTVAPPROVAI. aM M I KEY MAP SCALE, 1-X KEY MAP LEGEP - - -- 01A IFS PROXCT B.PANY INDICATES NQ(T OF WAY -5---- INDICATES BCMEP 71* • INDICATES W ACCESS P6 801C4 IFS ACCESS MOLE M4 -------6---- 1L41FS WATER MAN --------RW---- RLRCAIES REMAINED WAlER Mm MICA IFS SWEET LIGHT SKEET INDEX 9871071150057566 SilliEr uoir - 66907113 FIRE N)DOANT 0. 186077115 DOSTING FIRE HflININT INDICATES 9W LWS © NOPOA IFS VEST HO8W 70 lOCAlES LOT MRA&R VETI........... 111ZE9€EERFY MAP VEST2 103...........DETILS HOlES. 960045 VEST 4 10 78 ........RIPROIO*7VT PLANS AMC PROnLES VEST 79 10 20 ........901840 AND S7RPNC PLANS BRESSI RANCH REFERENCE DRAWINGS RANCH INDUSTRIAL CT 02 -15.* - - • - I H! 1 "1lUI II rI SiVk tiU I r• i ma 0 I [4b FE,!, h, h"",- -9 0 k M ® 1 )fl AE7tlTANw,T I (CIj tDWd NO. 40rJ-8) 96.1IT M61r NOT 10 SCALE 'DECLARATION OF RESPONSIBLE CHARGE' HEREBY DECLARE THAT I AM 17* ENGINEER 0' RM FOR 1786 PPO.ECT. THAT I HA1* C*ERaD RESER4E CNARCE OVER lIlt 0EO4 OF THE FROECT AS 9618702 IN SECTION 6703 OF 17* BUSINESS MV PROFESSIONS COM MV THAT WE 0E5107 IS FESSi 9 02A79511017 777171 CIINROIT STANDARDSS, I ucgwv 17EAT WE MIECK OF lINQECT DNA WICS AMC VECIFICA TIOVS BY WE aTr Or CARLSBAD IS CONFINED ID A BCWW ONLY AMC 000 NOT Rtf 7B AS 0196*ER OF OW Or MT REg7WWVJ11ES FOR FQO.ECT 96I. I N 34563 09-30-05 ADDRM 7076 g71 96W wo 0n STATE SO 09M C4L609184 OF CMAL 1RLPOf. 1619)235-6471 or VAX 111124(9+ *UAM N. 0101 6CC Na 34563 REUSWAIICPI LOP61.471040.400 09-30-05 96 ORAIWIG Na 4073-8 FOR 01FIESSI RANCH REVCEN1IAL SWEET WPROIO*74T PLANS 25 DNA 8096 NO 400-0 FOR MISS WAD#.0 MV EROSION CONTROL PLANS. 25 DNA 77810 Na 400-11C 704 BRESSI RANCI RESIDMINIL STORM 156.461 PLANS, 25044177710 NO 400-RD (04 9*39 6mW IEUS1IBAL SlTh'W BRAIN PLANS. 25 0.QANWC Na 400-BC FOR a fl867E STREET WROMMM PLINS. 25 DNA WHO Na 400-9' 704 a FZ.ER1F STREET WAD8V4 S7WV 0.9411 AND ERDN CONTROL PlANS. 25 WANING NO, 400-BC FDO a CAMIAO REAL A(PROIENCIT PLANS 25 DRAIVNG NO. 400-Il FOR PALI36AR .4WWT ROAD MEDIAN .4.710 90'WALX PLANS. REFERENCE DRAWINGS CITY 0'rJ,ROLS AD ONO MO. 2 DISC NO. 365-5 0710 NO 374-3 SOURCE OF TOPOGRAPHY 1771'óGOAP,IY 9107461 04 THESE RAMS WAS CENERATO BY PPOTAM*WY MEfll013S 18071 VAFDNVA lIEN 0471*7199 01 MAY II 79 93 BY SAN-LO AERIAl. 2Il7E15 & 080 Na 400-84 JlROXIlA#WY 9101461 7*7091 CTIFG'WS 10 NAIIC8AAL MAP AC117YLICT STANDARDS. PROJECT LOCATION THIS PPOEt7 IS LOCATED 6171871 ASSESSORS PAPCEL NU3&.6(S) 213-0.50-78 THE CALFDNMA 0244IE 6W OF IllS PROECT 7990-6302 BENCH MARK DESCRIP 99615 079' II CfJ1F II A STANDARD 51617*1 74*11 04 04 EDW117116E OF a CLIEIO REAL LECAIIYJi UR7EEFSAN LW00 DU7T74f*RE 77011 A* RISM 268+29 EC ELEVATION!. 377.407 M.S.L. DAflAL NOVO 29 BASIS OF BEARINGS 17* BASIS OF BCARPltS FY49 1745 907*1 IS WE CALVDNMA 03041I?IAIF 501104 HAD 83. 69* 6 AND WAS 6574919*9 96fl4*t7I STA 1701 HO V-26102 FBI R.OS. 74023 AND STA 7544 710 WQ'S-41 ESTANIVIED BY THE 0216111 OF SAN 0*00 PER SAN (36.60 09WTY HORIZONTAL CONTROL BOK 10. N88540516 THE 01829*0 SCALE FALlEN AT STA 1704 1-2002 IS 0999944479, WV A'SYANIX - WOUND DISTANCE I COMM SCALE FACTOR ALL MSAVJRED (ISTAJESS 91084 P01( ARE ERWIN) OISTAN0'S. THE MAPPING ANGLE AT SW 7704 1-2002 IS -O'3251.587 QUOIED REARINGS 76671 6(71967101 MAPS/DEEDS MAY 756 MAY NOT BE VI 7171115 0' SAID 5157156 IMPORTANT NOTICE WORK TO BE DONE 17* 9914066R611Y *0417 VIALL BE P071704MW VI ACER*'IDANEE NW WE 7L9,LOISIN0 000JIBN1S. CURRENT AT WE TIME OF 094518VCI1CW. As DIRECTED BY WE 071 0496*16. I CARLSBAD £616AL E05E s OTT OF CARLSBAD STANDARDS S THIS SET IYMANS 4. 6196111704 710.5 5384 (CT 02-75) AND 5565 (SUP 02-03,1 S. THE STANDARD 9'EPJ1CA 711INS PEN PU2JC 770615 CCVSIRUC 11156 (96168 600') C SDSS REPENT NW RECWVVG9 710145 BY 10071104 6 455094115 VAlID SLPIDAB(11 4 7998 7. lIE SAN OECD AREA 60971'IAL STANDARD AQA 171165 MV AS MAY BE M26)70 BY 17* 0110' CARLSBAD STANDARDS. B, 71* CAF4.2A0 £MI(PAL 6.47171 OISYRIC1'S STANDARDS AMC 9'EERIC.4170* 704 WATER. BC7 MV IliCY0JD WAIlS. 9. IIIWA MANUAL EN 117096W 7RAF71C C041RL1. 06977015 As AMENDED BY WE HOlED 2003 CALIFORNIA 9)PPWSLNT. Ia THE CALIID9NIA DEI'A61110717 01 IRAN9'O9TAIIO'I STANDARD 9*0770711045 DOOBENT HO 769692. II. 77* 07117044*4 DEPARTMENT OF IRANV'ORTA 111714 STANDARD PLAN. 000ANWT NO 789697. LEGEND UNIT STANDARD (49A 0916 501011 703.694 9' AAS61IALTPA5846 (ME STIESTMOM I)-.--- CARLSBAD 65-I ----------I_I (F rnPR CURB & CUM 1 ____ 269500-2 ------------- - 75.7714 9' PCC MEW" - 4 77*01-. 4810 7 CROSS WTTER- f.•_ 6-12 (65-9. CS-f0).---- 0 CA LOCAL DURESSIGN-------------CARLSBAD 05-I - - - - - - - - - -. 8 07 CURB "------------------26506-27. TYPE A--------- 7 (A STREET [10717 4110 PtBLROX (91500 LLAEPAS)-292) (-I, (-2. CARLSBAD 06-6 66-27 --- 4 04 STREET SINWYMO9IIIEIIL ----------50 71-70 -------------£ 4 CA DUAL 51T*ST NAME SIGN (AVI) ------ - 265068.7-702 ---------1 4 (A SII1EDT 901IS---------------2650971-702 --------- '.863 (F CLWSJRIICIICH0' IrP611OASSNOIW ON PLANS---------------- AV55 IF C0VSWUCTIW0'5P10 OAFS NOTED ON PLANS ---------------- I,34 LI O3YSIRUCIID'l 0'8 PlC CLASS NOTED 04 PLANS ---------------- CA C9*1771JC71040'MAMIALAINREZEA9------677170776------------ M.A&.. - O (A A0& VA96W VALI* ASSEMBLY ---------67180*7----------- --- i___ - 74 70 (.4 C01S3RLICT1W 0' 296077-(ITAS9MB(Y---- --011ID *8------------ - 0 (.4 CONSTRUCTION OF 8'C471 VALIE ASSEMBLY- 7716------------ -8.-- - (A CTIISIRUCIIO'4 OF Ir GATE VAL7*AS9M96Y -----0480816 ----------- -0--- 16 (A C07ISWIICIIEN0'E7WCAPAND MST 510ER ASSEMBLY- -0J8V 7775---------- - 5 (A 091S77111C17614 0' FIRE HIVRAN1 ASSEMBLY -------OlIN) 7172 ---------F'-4 375 IF 6P7098PR.239-35--1-. -------- 55-. ------------- 3.990 (F EPIO9PoER506-3.5 ---------COIISDSS --------------9_ 22 (.4 FSISIYACEESVI11ES ----------0117(15?--------------0--- 23 (.4 WilIOCAP ---------------------------- - I 0 CA WATER LATLRAL&2 7*IEVL_------------------------ 0 £4 *96111411L69 2716601 ---------------------------- 083 IF STREET S1JC- ----------------------------- O (A BARRICADE----------------5005071-9- ----------- 0 LI AC SAPOJT---------------------------------------- 13 (A 7181 'A CEANWI--------PER 96500-9 ---------------________ I £4 W WaEANaJT--------PER 506150 0-70 --------------________ LI lr RCP SToovDRAW ---------------------------- 7,674 LI 24'RERSICI8IDRAW -- I w,-------------------------- 1.217 15 50 RCP STOW DRAIN ---------------------------- ' CA 2650S-9----------------- 32 (A (*91BASIN RISER -------CARLSBAD 570. 06-3 ------------- 4 CA 094(3lEIEUIG---- - - - ---- PER 26SDO-6.3-- -------------- STREET 01111R LIE ----------------------------- - - LOT LINE--------------------------------- - -. As MODIFIED BY THE 0710' CAJ93940 710711 THE .49076. QUANTITIES ARE YEN 60786716 PURPOSES ONLY AND 911113 NOT 96 1190 704 FINAL PAY (I/AN 1725 fl/3411004 03-09,25 107 PSI Aib Ara 2737.00 T 14— flTtiti 111 4 j • L LFIJ 7 i. 4 ASJ r - 2901 T t T I 4 14 Pf 1f I 1 It I f ft I8o'r 4 IIt__I I_L , +- rt iH-E4 ti=t-L •• t ----29O— —r t -.-f -t - --•- IL,g 281.791 fliE- tift qM4L.ff JJ1L tTh L I L.!_ 141 4It__ ij[j t .4 O.E:ST HLt 1 j J_L1_t _LLLtJj 4.__.L_I ijAWHli ___J_____i____t____L__._20_:- ..j____j_ii___!.__jiiiJl1ttItt tjJ 1 II _______J_j_•_________J tI 1+00 2+00 3+00 4+00 5+00 I I0-98.I69&l2LT - V0-939'LFW974'ARM RO I N- 1 I I '';- 95- AD AN'EC4VIi8'T - 10 78' RIP PER 0911 400-80 11619164 TOM CARDIN RD. 7 GRADWC PLAN O N 35 J .[ 104898 109440440676 RM 1 7 V.1 it tI ilIiI . .1 OVi1O5 PLAN. STORM DRAIN LiNE XAILI 40 PRIVATE CONTRACT AS BuILr A-&'s R EXPI-t DATE RE4WEDaY: 16 SEET--I CITY OF' CARLSBAD ENGINEERING DEPARTUENT SHEETS 20 PLANS FOR THE IMPR05-OMENI OF: BREW RANCH — R7RZ4L 14 BI'......4... ICI-IKO flY: I RV4I) BY: I'ROLCCT .....110. CT 02-15 DRA905-T Nil. - 'i 15-611*1. - — DMEER OF WOW RES10N DESCRIPTION 41 — A - — N1 — 01)411 *PPROVA 017 9PPR0VL PLANNING AREA 2 -nw— SCALAD I tP EVPOARYTWG I 8A3i au C.R4DIVG am I O$ NO. 42I-JA I ' - gig 3 i U------ i )-'- 4 PR Din 4OO it - - I M'F(OX SMW DRAW AM _ . (A&194T PR FIN4L MAP 8 PLANNING AREA 2 I 5 >- l I, JWARY O c rl 04SW au IADIC am ONo Na 421-.M STORM DRAIN DATA NO oa rA 09 9911 lawiSm wc rhYfo RDIARKS I NIS'39'371f 878 24 RIP 5350-0 1 I5'39'jt1 150,00 47.00 3 N00C0'E I ----•- 106.19 NW 100,00T A ----- 79566 I8 RIP 1350-0 I 3 499Y01 4.5-00 39 25 $ N4957'01t ---- 7.98 N6244'09W 1 5Z39 24 RIP 1350-0 1 I II35lf 91100 78.21 I8RIP l35O-0y I N892622'W 44.02 • PLAN: STORM DRAIN UNE'IC SCAM' r-lo' _ -tsS, BENCH MARK 6655. I75.9t 994550795.94 JT 94 A STANDARD 21415 tRIlL FLOOM • 9191S4ThL • Thij • ii ( 0 114 a14lt.,_1r a cmwo & 619.235-.6471 FAX 674.53-.0349 1w. 09-30-05 975-I 5-S ,S.6900. SDi5-O.CA 92151 •':'- 0 20 40 80 I WCA006 06O SVKHMAW TION R18=0 ______________________________ * 8. I GRAPHICAL SCALE £1LVAI)6 iLc7 041156 NO V.0. 29 ["ttizie. ii i'-iô i iq- CF CAAL I AD0t COI8.R 01411 ROWDROWC S1EV RGD (I.5 8' WWTHS BEIQED Y 090 04) 8' LINO WS 064LW 5 80774 IMOS 8' WC 7115 6678.5.15 2' 801)1 65-OS F SEIIIR DATA KdJOLITA 1111 9Q11RJ.0Ri'fl WiCll1(834 auimos Lc N6326'08'W -- 8.68 8 P5-V 214 35 K2 7750 I r PiG 214 PfR MAP xc \ çO c t4o.Au" 00 II - H t}k[4 L __ i L Ll t1ri ±J4t4 L i WL LLUiL4Li"LLLLLLH L1 L44 LLL{ Lf7 .1 —J LLJ4 4! 4 L L IL I I i 4 L IGWF JJDT • L ILI . Jt:4.mtt :ftLLF HFj h Ji . _jj tVR6Z2OLF irr it - j TI YT ruc lz50LF I JJiI*E -4LLLj --' ±-W I PI U, I If 1171I rt,.DETACS NO I'AV4J 5239 IF 0-I.MX EW2 77 t- Lr ii ti4 H+T -1;J.JI 1 t_ Fr1:l_* 4 'jV - '1 Ti'j !PROE WRT - aooc T 1"'STA2+6&49 liE 70t CAP STA41-8961T 'I L lK A1tM3Z40'4 111t_i J r-4o9Rr.r-4 i . 1i1 r 1-4 1T -I -1 i -r'n t ri-I rfl -1-1- v- t fit I.. I r H H - 1 Sc4LON061zI4ORr1r4 I I . .t.._I: Li tT IEII}fl J4LTLi EIL4± ' AND tL 1THE+J STOW 1 hILL — UJt LE 1-- b--' / / - - - - ---- - - -r- 00 ficw_ -_-- - - 1z- i• I [ 347.94 PL"- SEWER LM - SCAM 7' 40' AS BUILT' DATE I tZ ROE '$s'? pVo4 PRIVATE CONTRACT[;INSPE!CTOR A1E : r9/208( 'h 44[] J CITY OF CARLSBAD EN04NEERINC DEPARTMENT ISHEETS I I I 20 I rPLANS FOR THE IMPRO7.4ENT OF: I Bf ERAN—DV1X97RL4L APPROVED: UOYD B HUMS DA INITIAL JCIIKD BY: ID 11E1L_CT I RVWV ev PR OJECT NO. 02-15 J DRAWING NO I II 421-3j OF WORK REVISION DESCRIPTION j,ov pj 021705 G) 0 STORM DRAIN DATA on TA Na -- 37.00 RflAP4(S () 96?'W'32W 24.43 48' pa' (7350-0) t (5) N8846'35'W I 8' I WAI7R1M1J .iFI SEP6R DATA NO 0(LTA O O QAl(ft1nJcn(It RDJAS N00V9•70't ---- &44 8' PV MR 35 Kpi 219.99 8' PIV 1R 35 — I — I I • — . N fflft Y fl ' t Sm I F4 4 T -W-1444 H I -1 7 _ Ii t Tj it 1 I LrnL1JJJJ tt ?L . ±Lgm ps U I TJ±±L±iI±l '4H 4L H 4_L - .ouIc -J - T+T J —------f ------'---4-- -- —t'' SM JE 82i NIX, r PVC .9370 AD MOO v 02. I Ow 4 H I * CAP F77 pf m: 4 i.: [ ' ! I I 2'iii b: 144 409.12 906 c 1j ;a; 14 I !____ H AV 4.30m /4 H H LjkL1_. 1i ____P1- - •STA.1+0708 I I I1 jk 4- tff i t4J 45d A TJ !i Th H L. 1 1 + Ji RAt n I r - Lit..J.TIT ___ L1..E:sI U t I PRO_E: STøMD'I.th114Z91 1 , -F - j -kL-40,Ir.4' 1 H I H I 111 Ii H T H hI ii - 1 +00 2+00 3+00 4+00 11i p '-I PLANNING AREA 2 ,_I •?7+91.59.-68'LT r 3ova • I& GRAOM PD? GRoIDW Ii - çPlAN0NaNasA Na 421-3A —74 DOC. 4- Lt — ALICANTE ROAD P8?DWG M. 4W-88AW4 -& PLANNING AREA 5 (CT oo-os) SCALL - 40' vvLofESSo BENCH MARK Q- PRQYBcrDEww CONSULTANTS P 0(lP710'* _ _4 A STAOL)APD 9.PY€Y Nat nAmov • • • IIY 101 0 S0 Sir 440. S Oi4o CA 02101 N (I1!?( 34563 044 640.235-6+1l FAX 6I9.234.o39 0 20 40 80 lj'O Na RI 35 LOC477 cWW OF SAN 04(00 NaO0IAFd( (044ATr24 O9_3O05,, GRAPH/CAL SCALE WYAI1* 3I1.4074(L OA nM KaV.0. 29 I.L om '"r .......................................... " Excerpts from: Viasat Phase I Hydrology Report January 2017 IExcerpt from Phase 1 Hydrology Report ES Proposed Hydrology By PLSA Dated Jan 2017 RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1452 Analysis prepared by: Pasco, Laret, Suiter & Associates 535 N Highway 101, Ste. A Solana Beach, CA 92075 (858) 259-8212 ****************** DESCRIPTION OF STUDY * POST-DEVELOPMENT * * PROPOSED HYDROLOGY PER 1985 COUNTY HYDROLOGY MANUAL * * FE 2394 * ************************************************************************** FILE NAME: PGSOO.DAT TIME/DATE OF STUDY: 11:07 01/06/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.830 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (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 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< IExcerpt from Phase 1 Hydrology Report IAES Proposed Hydrology IBy PLSA Dated Jan 2017 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.086 *USER SPECIFIED(GLOBAL) RURAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.11 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 8.67 TC(MIN.) = 6.74 **************************************************************************** FLOW PROCESS FROM NODE TO NODE 590.00]IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >:>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.74 RAINFALL INTENSITY(INCH/HR) = 6.09 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.67 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.51 8.89 5.091 7.62 2 8.67 6.74 6.086 1.62 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 35.03 6.74 6.086 2 38.76 8.89 5.091 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.76 Tc(MIN.) = 8.89 TOTAL AREA(ACRES) = 9.2 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 590.00 = 1165.00 FEET. ENDOF STUDY SUMMARY: 'TOTAL AREA(ACRES) = 9.2 I TC(MIN.) = 8.89 PEAK FLOW RATE(CFS) = 38.76 node to Town Garden Road END OF RATIONAL METHOD ANALYSIS ,- --- V V PAD (orAm - -- PAD=313 0 iR GATEWAY go 00, S 17, r --\—== -------- flj if1 / 7 / 1' 1/ I I DG12 GROUND GARAGE rr-2965 1 r 1 Ui 7 415, I ll S 560 1 61 562 AW SIts, 0. 288 % got a t BASIN 600 AC PAD 15 SERIOCE YARD Outfe Area I . / I / I I I I E I I I I L I I I I I I L 512 573 '\I\ • .r 51 2 - L 516 515 \ -•. — ---_- — - - - -'N L BASIN 5001 V J A., •R• AF - .. - _:_ (_1 \ / II 1'"'• \)" Q4R4E P-i P4= 2908 PAD =290 05 U I , / 1 PAD P2 ii I 1 (NOT APAM) I PA11=20`11.3 / A.• Know what's below. Call beforn ynli dig. I H PAD P3 (NOTA PART) HAVIlI9.8 ( I II t. " p vW fe5Asu 300 0.25 AC INS EXIST 12 FEC WATER RAI) - — FXIST 10 — EXIST 72" WATER PER 01442 41)0-41 ES Report I 40 20 0 40 80 120 —1 SCALE: 1 = 41) r /! H \, 7' "Cs CAFF SLAI / 2ND FLOOR FF308 FF=293 00 PAD =2925 BABN 400 1.51 AC Excerpt from Phase 1 Hydrology Report Proposed Exhibit By PLSA Dated Jan 2017 STOW DRAW TAB_if JO. SIZE LENGTH SYSTEM BASIN 500 - MAIN 30" 50.10 BASIN 500 - MAIN BASIN 500 - MAIN BASIN 500 - MAIN 30" 164.40' J .11)' 53.31)' BASIN 501) - MAIN 24 2.90' BASIN 500 - MAIN 24" 8.00' BASIN 500 - MAIN 24 79.90' BASIN 500 - MAIN 24" 14010' BASIN 500 - EAT I 24" 2191)' ?A-i'cnn' BASIN 500 - LAY I BASIN 500 - EAT I 'ii) I" 811(1' BASIN 500 - EAT 2 123 18" 84.25 BASIN 500 - EAT 124 18" 78.60' BASIN 500 - EAT 125 18" 65.50' BASIN 500 - EAT 126 18" .36.60' BASIN 500 - EAT 127 18" 117.66' 1 BASIN 500 - EAT 138 18" 40.6' BASIN 500 - EAT ¶) 18' .3.70' BASIN 500 - EAT 220 1 24' 20.60' BASIN 400 - MAIN LEGEND — — — , — PROPERTY UNE — — — — — — MAJOR DRAINAGE BOUNDARY DRAINAGE SUB-AREA DIRECTION OF FLOW - - - - PROPOSED STORM DRAIN PROPOSED BIOFIL IRA TION RUP AREA PROPOSED UNDERGROUND), STORAGE AES NODE PAPO LARET SUITER PIPEFLOW INPUT MAP LOTS 2-9 BRESSI RANCH & ASSOCIATES pRoud p.JMSLR PC 11"No 1IIghI4av Ill. Suite Slrlana Hudi. ('A 921)75 o u',, i979 9212 1 In 5592594942 1 plradoEiullerurin5 oflr SHEET I OF 1 Excerpts from: Viasat Phase 2 Hydrology Report July 2017 IExcerpt from Phase 2 Hydrology Report IAES Proposed Hydrology IBY PLSA Dated July 2017 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1452 Analysis prepared by: **** * * * *** * * * * ** * * * ** * * ** * DESCRIPTION OF STUDY ** * ** * * * * ** * * * * ** **** * * * * * * POST-DEVELOPMENT * * PROPOSED HYDROLOGY PER 1985 COUNTY HYDROLOGY MANUAL * * PE 2394 * ************************************************************************** FILE NAME: 2394P5T2.DAT TIME/DATE OF STUDY: 11:39 02/27/2017 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: --------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SPECIFIED CONSTANT RUNOFF COEFFICIENT = 0.850 NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (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 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< IExcerpt from Phase 2 Hydrology Report IAES Proposed Hydrology By PLSA Dated July 2017 TOTAL STREAM AREA(ACRES) = 1.33 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.92 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.37 9.73 4.800 5.30 2 6.92 6.85 6.022 1.33 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 23.16 6.85 6.022 2 25.88 9.73 4.800 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.88 Tc(MIN.) = 9.73 TOTAL AREA(ACRES) = 6.6 LONGEST FLOWPATH FROM NODE 740.00 TO NODE 690.00 = 955.00 FEET. FLOW PROCESS FROM NODE 790.00 TO NODE 791.00 IS CODE = 31 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 285.30 DOWNSTREAM(FEET) = 265.10 FLOW LENGTH(FEET) = 191.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 20.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.88 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) 9.89 LONGEST FLOWPATH FROM NODE 740.00 TO NODE 791.00 = 1146.00 FEET. FLOW PROCESS FROM NODE 760.00 TO NODE 760.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.751 *USER SPECIFIED (GLOBAL): COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .3500 S.C.S. CURVE NUMBER (AMC II) = 0 SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 28.31 TC(MIN.) = 9.89 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 7.2 TC(MIN.) = 9.89 PEAK FLOW RATE(CFS) = 28.31 I0 ____________________________ uffa1I node to Town Garden Road -t .31Y3c 6ip noA ojoaq ilco \ .' - - - I MOO MOaq S,;eqM MOU)4 \ \ — - — _____ - _____ — -1 I - — j ot 0 00 O \ \ N. _- - —OvOu - -Ago \ 00 I ,4;11JT ORZ / SJD 10=001 31 01-99E dD Of ooz T7v4Jno \ \ d' NV8 1 0 nn / II "j47 I? 1ft • \ - : / IL If f it LI Th' IT I - Jv 6Z t- ji :- / I ! f d DcnB Li 1 9 1" t I LY 1 Ov C2 009 NISVel i t Olz 00 / / S aw ----— V SI S 13HS "o-, '1d r 1 I : : ry 'LO6 ') q.mijieuRloS V ilinS lotULI!I qu' ct.. S lvi 3 OS S V HON" ISStj9 S-Z SI01 11011 IX] 1N]I4dO1]A30-JOd èl3llflS 13HV1 03SVd 300N Sib' 3dOiS QNI108083ONfl 03SOdOd .... V3t1V dV8 -- 4O1 Vdi ILOI8 Q3SOdOd NJvQ ?.INdA a2Sodod N(VO fldO1S 0350d0dd MOld JO NOUO2èt.O - V3 -IiS OVNfY20 AONnOS .IOt.WtVO ot'vr m - — — - - 3N11 Uèl3dOdd - - - - - - - QN3c31 Rational Method Calculations' **,*********************************************************************** * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 NORTH HIGHWAY 101 SUITE A SOLANA BEACH CA 92705 ---------------------------------------------------------------------------- FILE NAME: 2394P100.DAT TIME/DATE OF STUDY: 10:11 07/22/2020 ---------------------------------------------------------------------------- IJSER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 5-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (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 = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) JSER-SPECIFIED RUNOFF COEFFICIENT = .6400 S.C.S. CURVE NUMBER (AMC II) = 0 JSER SPECIFIED Tc(M[N.) = 5.000 100 YEAR RAINFALL [NTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.24 ********************* ****************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 101.10 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 306.42 DOWNSTREAM(FEET) = 305.42 FLOW LENGTH(FEET) = 100.00 MANNING 'S N = 0.011 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 8.000 DEPTH OF FLOW IN 3.0 INCH PIPE IS 2.2 INCHES PIPE-FLOW VELOCITY(fEET/SEC.) = 2.96 ESTIMATED PIPE DIAMETER(INCH) = 8.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.24 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 5.56 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.10 = 164.00 FEET. FLOW PROCESS FROM NODE 101.10 TO NODE 101.10 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.886 *USER SPECIFIED (SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6400 SUBAREA AREA(ACRES) = 0.17 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = G.97 TC(MIN.) = 5.56 ******************* **** ************** ** ** ************ ** **************** ** *** FLOW PROCESS FROM NODE 101.10 TO NODE 101.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.886 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6400 S.C.S. CURVE NUMBER (AMC II) = U AREA-AVERAGE RUNOFF COEFFICIENT = 0.6400 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 3.70 TOTAL AREA(ACRES) = 1.1 TOTAL RUNOFF(CFS) = 4.67 TO(MIN.) = 5.56 * ** **** ** ** ** ** **** ******** ** ** ** ** ************ ** ** ** ********** ** ** **** ** ** * FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >:>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 306.42 DOWNSTREAM(FEET) = 301.29 FLOW LENGTH(FEET) = 508.00 MANNINGS N = 0.011 DEPTH OF FLOW IN 15.0 INCH PIPE IS. 8.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.30 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.67 PIPE TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 6.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 672.00 FEET. * ** **** ** ** ** ** ** ** ** ** ** ** ** ** **** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ** * FLOW PROCESS FROM NOCE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.989 *USER SPECIFIED (SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6400 SUBAREA AREA(ACRES) = 0.89 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 7.47 TC(NIN.) = 6.91 * ** ** **** ** ** ** ** ** ** ************ ** ** ** ** ** ** ** ********** ** ** ** ** ** ** ** **** * FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.989 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6400 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 2.41 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 9.89 TC(MIN.) = 6.91 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) 301.19 DOWNSTREAM(FEET) = 299.59 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 19.0 INCH PIPE IS 12.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.89 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 7.26 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 832.00 FEET. FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.797 *USER SPECIFIED(SUBAREA): USER-SPECIFIED RUNOFF' COEFFICIENT = .6400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6400 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 4.04 TOTAL AREA(ACRES) = 3.7 TOTAL RUNOFF(CFS) = 13.62 TC(MIN.) = 7.26 ***** ** ** ** ** ** **** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ****** ** ** ** ** ** ** ** ** ** ** *** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ----------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTFEAM(FEET) = 299.49 DOWNSTREAM(FEET) = 299.25 FLOW LENGTH(FEET) = 24.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.14 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) 13.62 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 856.00 FEET. * ************************************ ******** ** ******** ** ** ** **** ** ********* FLOW PROCESS FROM NODE 105.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.772 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6400 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6400 SUBAREA AREA(ACRES) = 0.66 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 4.3 TOTAL RUNOFF(CFS) = 16.00 TC(MIN.) = 7.31 FLOW PROCESS FROM NODE 104.00 TO NODE 100.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 297.25 DOWNSTREAM(FEET) = 294.61 FLOW LENGTH(FEET) = 263.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.37 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.00 PIPE TRAVEL TIME(NIN.) = 0.52 Tc(NIN.) = 7.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 100.00 = 1119.00 FEET. END OF STUDY SUMMARY: / TOTAL AREA(ACRES) = , 4.3 TC(MIN.) = 7.84 PEAK FLOW RATE (CFS) = " 16.00 END OF RATIONAL METHOD ANALYSIS *** ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2008 Advanced Engineering Software (aes) Ver. 15.0 Release Date: 04/01/2008 License ID 1452 Analysis prepared by: PASCO LARET SUITER & ASSOCIATES 535 NORTH HIGHWAY 101 SUITE A SOLANA BEACH CA 92705 ---------------------------------------------------------------------------- FILE NAME: 2394P200.DAT TIME/DATE OF STUDY: 10:11 07/22/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2CO3 SAN DIEGO MANUAL CRITERIA .V USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER_DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.19 * ******** ********** ** ****** ************ ** ** **** **** ** **** **** ** ** **** **** ** * FLCW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU S1BAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 292.30 DOWNSTREAM(FEET) = 291.27 CHANNEL LENGTH THRU SUBAREA(FEET) = 103.00 CHANNEL SLOPE = 0.0100 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 5.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 103 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.612 *USER SPECIFIED (SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.88 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.86 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(NIN.) = 0.93 Tc(MIN.) = 5.93 SUBAREA AREA(ACRES) = 0.31 SUBAREA RUNOFF(CFS) = 1.35 AREA-AVERAGE RUNOFF COEFFICIENT = 0.660 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) 1.53 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 2.29 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 366.00 FEET. * ** ** ** ** ** ** ** ** ************ ** **** **** ** ** ** ***** ** **** ** ******** ** ** ** ** ** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 291.27 DOWNSTREAM(FEET) = 290.00 FLOW LENGTH(FEET) = 78.00 MANNINGS N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 5.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.68 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.53 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 6.15 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 444.00 FEET. * ** ** **** ** ** ** ** **** ** ** ** ******** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ** ****** **** * FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.453 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (ABC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 0.53 SUBAREA RUNOFF(CFS) = 2.26 TOTAL AREA(ACRES) = 0.9 TOTAL RUNOFF(CFS) 3.75 TC(MIN.) = 6.15 * ** ** ******** ** ************ ** ************ ** ** ** ** ****** ** ** **** **** ********* FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< *** ************************ ************************************************* FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 22 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 USER SPECIFIED Tc(MIN.) = 5.000 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.377 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.19 *** ** ** **** ** ** ** **** ** ** ** ** ** ** ** ** ****** ** ****** ******** **** **** ** ** ** ** * FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTINE THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 314.25 DOWNSTREPI4(FEET) = 307.80 CHANNEL LENGTH THRU SUBAREA(FEET) = 112.00 CHANNEL SLOPE = 0.0576 CHANNEL BASE(FEET) = 12.00 'Z' FACTOR = 50.000 MANNINGS FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.627 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.54 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.06 AVERAGE FLOW DEPTH(FEET) = 0.02 TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 5.90 SUBAREA AREA(ACRES) = 0.16 SUBAREA RUNOFF(CFS) = 0.70 AREA-AVERAGE RUNOFF COEFFICIENT = 0.660 TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) = 0.87 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.03 FLOW VELOCITY(FEET/SEC.) = 2.36 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 212.00 = 215.00 FEET. *********************** k**************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.627 *USER SPECIFIED (SUBAREA): USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (AMC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 0.20 SUBAREA RUNOFF(CFS) = 0.87 TOTAL AREA(ACRES) = 0.4 TOTAL RUNOFF(CFS) = 1.75 TC(MIN.) = 5.90 * ** ****** ** **** **** **** ** ** ****** ** **** ** ** ** ** ** ** ******** ** ** **** ** ** **** * FLOW PROCESS FROM NODE 212.00 TO NODE 203.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOE TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 303.86 DOWNSTREAM(FEET) = 290.00 FLOW LENGTH(FEET) = 299.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.74 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.75 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 6.47 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 203.00 = 514.00 FEET. FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.245 *USER SPECIFIED (SUBAREA) USER-SPECIFIED RUNOFF COEFFICIENT = .6600 S.C.S. CURVE NUMBER (ARC II) = 0 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6600 SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 5.40 TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 7.05 TC(MIN.) = 6.47 *** ****** ******** ** ** ** ****** ** ** ******** ** ** ******************** ** ** ******* FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM NEMORY<<<<< ** MAIN STREAM CONFLUEN:E DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (WIN.) (INCH/HOUR) (ACRE) 1 7.05 6.47 6.245 1.71 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 203.00 = 514.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.75 6.15 6.453 0.88 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 444.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (WIN.) (INCH/HOUR) 1 10.45 6.15 6.453 2 10.67 6.47 6.245 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.67 Tc(MIN.) = 6.47 TOTAL AREA(ACRES) = 2.6 FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 287.17 DOWNSTREAM(FEET) = 285.83 FLOW LENGTH(FEET) = 133.00 MANNING'S N = 0.011 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.67 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.77 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 204.00 = 647.00 FEET. *********************** ***************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 200.00 IS CODE 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<K<< >>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 285.63 DOWNSTREAM(FEET) = 283.85 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN .18.0 INCH PIPE IS 10.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.99 GIVEN PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.67 PIPE TRAVEL TIME(MIN. = 0.11 Tc(MIN.) = 6.87 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 200.00 = 711.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.6 TC(MIN.) = 6.87 - PEAK FLOW RATE(CPS) = 10.67 V END OF RATIONAL METHOD ANALYSIS