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HomeMy WebLinkAboutCT 2018-0006; LAGUNA DRIVE SUBDIVISION; HYDROLOGY AND HYDRAULICS REPORT; 2020-06-04RECORD COPY CT2018-0006 Laguna Drive Subdivision Carlsbad, CA 92008 Hydrology and Hydraulics Report Presented to the City of Carlsbad For Grading Permit Processing Rrrn1qj) JUN 2z LAND DE C. . ENG j,\E NT Prepared for Brett Farrow Architect June 4, 2020 Prepared By: CJE Cory Jones Engineering 1820 S. El Camino Real, Unit A205 Encinitas, CA 92024 QISP ToR, ENV SP Cory Jones, PE, QSD/P, If OESSIOk (NoC698O7 Eip.05/30/20 CIV OF C " ..... This Drainage Report (Report"): has been prepared by Cory Jones Engineering (CJE) for Brett Farrow Architect (BFA) with the intended use of supporting the City of Carlsbad grading permit application; may only be used and relied on by the BFA; must not be copied to, used by, or relied on by any person other than the BFA without the prior written consent of CJE; may only be used for the purpose of evaluating site drainage (and must not be used for any other purpose). WE and its servants, employees and officers otherwise expressly disclaim responsibility to any person other than the BFA arising from or in connection with this Report. To the maximum extent permitted bylaw, all implied warranties and conditions in relation to the services provided by WE and the Report are excluded unless they are expressly stated to apply in this Report. The services undertaken by WE in connection with preparing this Report: were limited to those specifically detailed in the project scope of work; did not include study of off-site drainage pattern or hydromodiflcation. The opinions, conclusions and any recommendations in this Report are based on assumptions made by WE when undertaking services and preparing the Report ("Assumptions"), including (but not limited to): Existing storm drain facilities were sized to function properly. This project intends to address the potential additional surface runoff created by proposed changes to the nature of the structures and pervious and impervious areas on the subject site property. The report will study on-site flows and on-site flows. No off-site flows were considered. Proposed discharge will be sized to maintain the discharge capacity as the existing points contributing discharge to Laguna Drive. WE expressly disclaims responsibility for any error in, or omission from, this Report arising from or in connection with any of the Assumptions being incorrect. Subject to the paragraphs in this section of the Report, the opinions, conclusions and any recommendations in this Report are based on conditions encountered and information reviewed at the time of preparation and maybe relied on for one year or till significant changes to the project site are made, whichever comes first, after which time, WE expressly disclaims responsibility for any error in, or omission from, this Report arising from or in connection with those opinions, conclusions and any recommendations. Page i Table of Contents Purposeof Study..................................................................................................... HydrologicAnalysis................................................................................................. Hydraulic Analysis . Figures Figure 1 Vicinity Map / Appendices Appendix A Rational Hydrology Workmap (Pre- and Post-Construction) Appendix B Rational Hydrology Analysis Appendix C Isopluvial Maps Appendix D Project Drainage Area Schematics Appendix E Hydraulic Calculations, Existing and Proposed Conditions Appendix F Reference Materials from Geotechnical Report Appendix G FEMA FIRM Panel I 5 9 Page ii Declaration of Responsible Charge I hereby declare that I am the Engineer of Work for this project, that I have exercised responsible charge of the design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with current standards. I understand that the check of project drawings and specifications by the City of Carlsbad does not relieve me, as Engineer of Work, of my responsibilities for project design. Firm: Cory Jones Engineering Address: 1820 S. El Camino Real, Unit A205 City, State: Encinitas, CA Telephone: 619.884.0576 By: Con' Jones, PE Date: 6/4/2020 R.C.E. #: 69807 Registration Expiration Date: 6/30/2020 Page iii Purpose of Study This Drainage report presents the hydrologic conditions for the proposed 570 Laguna Drive project in Carlsbad, CA. This report also provides an evaluation of the pre- construction and post construction on-site drainage conditions for hydraulic requirements to meet the standards of the City of Carlsbad. This report also addresses water quality requirements specifically requested by the City of Carlsbad Engineering Standards and required by the National Pollutant Discharge Elimination System (NPDES) Permit and Waste Discharge Requirements for Discharges from the Municipal Separate Storm Sewer Systems (MS4s) Draining the Watersheds within the San Diego Region (California Regional Water Quality Control Board, San Diego Region Order No. R9-2013-0001, as amended by Order No. R9-2015-0001 and R9-2015-0100, NPDES No. CAS0109266). Project Location The Laguna Drive Subdivision project is located in the coastal area of the City of Carlsbad, just south of Buena Vista Lagoon and just north of Laguna Drive between the intersections with State Street and Roosevelt Street/Buena Vista Circle at 570-580 Laguna Drive. The property is located on Assessor's Parcel Number (APN) 155-221-12. A Vicinity map showing the project's location is provided in Figure 1. I I Page WE Project Location C o The (,rt,T, CA 1auna Dr. 9 ow 4j Buena Vista Lagoon Figure 1 — Vicinity Map Project Description The Laguna Drive Subdivision project consists of demolition of one existing building at 570 Laguna Drive and removal of a building at 580 Laguna Drive and subdivision of the existing Lot into two lots, one with 13 new residential condominium units and one open space lot. There is an existing commercial driveway and asphalt parking lot adjoining the existing building at 570 Laguna Drive. The driveway will be relocated to a centered location on the newly subdivision lot. The driveway and multi-use drainage facilities that will be built as part of this project will be maintained by the Home Owners Association (owned by "Laguna Project, LP" with the HOA Entity titled "Laguna Row" and managed by Mr. Brett Farrow). The project existing and proposed conditions site soils information are described in Figure 2. The soils types as depicted from the NRCS Web Soil Survey were confirmed by on- site soils testing results presented in the project Geotechnical Report (See Topo Plat and Cross Section A-A provided therein and provided herein within Appendix G). From the 2 J P a CJE borings and soils descriptions, the materials consist of approximately 2 to 2.5-feet of top soil described as fine grained sand, silty, and organics, underlain by 16.5 to 17.5 feet of paralic deposits described as fine, medium, and coarse-grained sand, pebbles, and gravel-pebble layers, and Santiago Formation (considered a clayey sandstone). The upper two layers are considered Hydrologic Soil Type B (e.g. well draining soils). The Santiago Formation is considered a consolidated bedrock that may be considered a Hydrologic Soil Type C or D. The locations of the bottom of the low impact design infiltration based BMPs will be released within the effective area of the Hydrologic Soil Type B materials and therefore this material type is used throughout the preparation of this report. Note that NRCS does not have a classification for LG-W and TeF areas, but from the Preliminary Geotechnical Soil Type: LG-W. Investigation provided by Coast Lagoon Water Geotechnical, indicate that the site consists of: - 2 to 2. 5-ft thick top soil layer of Soil Type: Tel:. . reddish dark brown, fine grained, Terrace extremely well sourted, moderately Escarpments dense sand, over - 17 to 18-ft of Old Paralitic Deposits that consists of sediments that are light brownish tan to red brown fine-grained sandstone, well sorted, dense, slightly Soil Type: MI( . .. i moist and contain rounded gray pebbles, Marina Loam' - Coarse Sand 9 - over percent slopes - Santiago Formation bedrock that includes interbedded sands and clays I. -. . and extend to the maximum borehole I depth of at least 50-ft below ground -•- surface (bgs). 31 P a g CJE An infiltration test was taken from a location in the frontage of the proposed development using the double-ring infiltrometer test at an estimated elevation of approximately 42-feet. The infiltration rate observed at this location was estimated to approach 2.48 inches per hour, which infers that the site may be good for infiltration of site drainage waters. However, the Geotechnical Engineer provided the following caveats: "The geologic conditions underlying the rear bluff are such that infiltrated water developing saturated conditions can adversely affect slope stability. Storm water infiltration should be significantly limited and, if necessary, bioretention basins should be located in the most southern portion of the site." and "In general, pad water should be directed away from foundations and around the structure to the street. Roof water should be collected and conducted to the street via non-erodible devices. Pad water should not be allowed to pond. Vegetation adjacent to foundations should be avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants should be considered. Other alternative may be available; however, the intent is to reduce moisture from migrating into the foundation subsoils. Irrigation should be limited to that amount necessary to sustain plant life. All drainage systems should be cleaned annually, prior to winter rains." 41Pae Surrounding Land Uses The area is urbanized and the surrounding properties consist of commercial, single family and multi-family residential uses and is located near the old Carlsbad business district along the old Highway 101.corridor, now Carlsbad Boulevard. The project does sit adjacent to the Buena Vista Lagoon, but the development is not planned to encroach close to the habitat area along the bluff. As seen from the FEMA FIRM Panel Number 06073C0761 H, the project development limits is within the Zone X area appears a minimum of 200-feet from the floodplain. See panel in Appendix H. 51 Pane JE Hydrologic Analysis This drainage study utilizes the Rational Method to calculate peak flow rates for the 10 and 100 year storm events. The Rational Method is appropriate for sites with watersheds smaller than 0.5 square miles and is described in detail within the County of San Diego Hydrology Manual (2003 Ed). This report is using the AES software, approved by the County of San Diego, to evaluate rational method hydrology estimates for the project site. Rational Method Runoff Coefficients For this drainage report, each drainage sub-area basin was determined to have a percent imperviousness based on existing and proposed conditions mapping. This percent impervious was used to select a given land use type with similar percent imperviousness. Therefore, the land uses presented for each sub-basin area are different. To provide conservative estimates of peak flow rates, the pre-development condition land use types were selected with land uses that have the same percent imperviousness or slightly less and the post-development condition land use types were selected with land I uses that have the same percent imperviousness or slightly greater. In this way, the post- development peak flows will be exact or slightly skewed with higher rates and the pre- development peak flows will be exact or slightly skewed with lower rates. Therefore, matching of peak flows to the existing discharge points can be evaluated and may provide additional comfort with this conservativism. 6Page Table I in Appendix B presents each drainage area sub-area square footages for pervious and impervious areas and their correlated percent imperviousness and shows the corresponding land use type selected and it's percent impervious value used in the AES model. Intensity Intensity for the 10 and 100 year storm frequencies was using isopluvial maps from the County of San Diego Hydrology Manual (see Appendix C). Peak Flow Rates and Volumes Peak flow rates were estimated using the rational method as evaluated by the AES model and program results along with summary tables of the results are presented in Appendix B. The appendix includes the following documents related to peak flow estimates: Appendix A contains Maps of the site drainage (existing and proposed conditions), Appendix B contains Calculations of hydrology summations to each node (inlets or other collection locations), . Appendix D contains drainage schematics for existing and proposed conditions. Appendix E contains summations for flow to each sub-area node and node summations. Appendix F contains Hydraulics for conveyances (pipes and channels). 7lPage Table 1. Comparison of 100-Year Peak Flow Rates at Discharge Locations Flow Direction QIOO pre (cfs) Q100 post (cfs) Delta (cfs) Evaluation North 1.27 0.36 -0.91 No impact South 1.12 2.14 to Storm +1.19 total Per discussion Drain w/o (without with City, storm infiltration infiltration) I drain can system I +2.14 to storm accept this 0.17 to Laguna drain pipe I flow. Drive Curb and +0.27 cfs to Gutter System street (this from parkway / addition to 1.39 cfs to C&G street does not as pipe under account for pressure pipe infiltration P15 has losses within capacity of subgrade rock approximately gallery BMP). 0.97 cfs Based on our analysis, the site appears to reduce peak storm discharges from the facility. This is likely due to additional time of concentration added by the added site conveyance around the new proposed structures combined with the well draining soils in the vicinity of the project site as well as the addition of the pervious pavement system that captures and infiltrates rainwater, thus reducing the peak 100 year storm flow and capturing and infiltrating the water quality design capture volume required to comply with the WQMP. A triangular hydrograph was assumed to have a peak flow of 1.30 cfs from the developed project over a 6-hour duration. This value is divided in two to provide a worst case peak volume produced of 14,040 CF. This is conservative because the triangular technique is typically applied over 2 times the time of concentration. 8IPage WE The infiltration subgrade is 2,407 SF in area. The design infiltration rate is 1.24 inches/hr. Therefore, the subgrade infiltration basin will infiltrate approximately 1,492 CF in 6 hours or only 746 CF assuming a half clogged condition. The subgrade infiltration basin can contain 3,710 CF of water in the pore space, therefore this value plus the value infiltrated over the storm reduces the peak storm volume to pass through the site to a value of approximately 9,584 CF or 68% of the total storm. Results Statements Flow was determined to not increase from pre-construction to post-construction condition as demonstrated by calculations providing a capture volume equal to the estimated 100 year peak storm volume using the triangular hydrograph technique (using a duration equal to the time of concentration). Flow rates are compared at both points of comparison (drainage north to Buena Vista Lagoon and drainage to the Laguna Drive gutter just SW of the property. From results of our study, there are determined to be no negative impacts to any adjacent properties. 9IPage WE Hydraulic Analysis Methodology Hydraulic flow calculations and storm drain facility sizing were performed using the procedures outlines in the County of San Diego Drainage Design Manual (2014 Ed). Hydraulics Hydraulic capacities were evaluated for new and existing storm drain inlets and piping and these evaluations are provided in the attached calculations. On-site catch basins are sized to accept the 100 year peak discharge to their interior site drainage locations. These boxes are sized as weirs with length defined as the perimeter length of the boxes and assuming a clogging factor of 50% since they will be installed with an inlet filter system to assist in reducing the quantity of solids that will pass to the sub-grade rock reservoir infiltration gallery. Pipe capacities are evaluated with Manning's condition assuming open channel flow I conditions with steady uniform flow. Design Review From review of the estimated peak flow rates for the 100-Year design storm, the proposed new pipes and inlets will provide adequate capacity to drain the property during these storm events. Water Quality The project is a Priority Development Project and therefore it is subject to design requirements for treatment controls. The project provides water quality volume for the 85th 1OIPae JE percentile storm (Design Capture Volume) as demonstrated in the calculation tables provided in a separate report titled Storm Water Quality Management Plan for Laguna Drive Subdivision. The project disturbs less than one acre during construction and therefore does not require a state permitted SWPPP per the Construction General Permit. However, the final project grading plan will include an erosion and sediment control plan to comply with City regulations. The project drainage does not adversely affect any existing US Army Corps of Engineers jurisdictional waters of the United States. The project re-directs a limited amount of drainage away from the bluff (that directly discharges to Buena Vista Lagoon) and drains it to Laguna Drive (which is safely conveyed to Buena Vista Lagoon without impact) Therefore, the project is not required to obtain approval from the Regional Water Quality Control Board under Federal Clean Water Act (CWA) Section 401 nor Section 404. ii I Page Page Left Intentionally Blank WE WE Page Left Intentionally Blank IWE APPENDIX A RATIONAL HYDROLOGY WORKMAP WE I Page Left Intentionally Blank WE rAlOR 0.01 INLET 10 - / 0.02 0.07 TG 44.95' Al 1 R 01 INLET 11 (1 2 .01 TG 44.96 TG 44 75 IN 2.2 Q1O=0 TG 45.05' INLET 12 I Qloo=s003 013 IE 43.60' '0*03 (Al EE01 54 43 Pi P2 P3 L=18' - .O/ 451 Q10=0.09CFS 1.1 L I -5 5.2 - - L=35' .. Q100=O.15CFS 44.95 71 44± // A(1) .03 542 Ll 010 015 1 2 4505 4:.:6 - -- / 4502 / 46.18 • - ~A 01) 6.5 rAl 3R 0. 03 6.4 c r D 6.1 2.1 0.04006 Cb 0.04 0 46.16 3.040.0 44.71 OIS HARGF 1.2 37 4635 -22 0.3 / C45,. ' A(2 INLET 13 6 0 661 INLET 1.3 45 ;, jç9 v Ql -Q 2 7 =1 07 T rA(l 9)0.28 G :No; / 64 / 212 V V V - v1o = 44.8 IE 42.20 44.8 15 LI IF v 45.31 TG 4440 BOW 76.5 v 10 44.29 Ll 44.53 25 ro. . , 0.030. 1.1 DISCHARGE POINT 1 (SOUTH) Q100 43.33 DISCHARGE POINT NORTh) 46 65± 450± V 004 006 Q100=0.36 CFS S S 1 P1 - S DEPTH<0.25 FT V100=0.60 FPS, NORMAL DEPTH '0-01- T \ N N N NN\\ N 4.2 41 45.5'± rA(18)0.01 46.31'±CLEANOUT LEGEND (PER FIG-3-6 SDCHM) / I 4r39 Q100= 1.39 cfs(EST. PER PIPE SURCHARGE-.+ PARKWAY) V100=2.5FPS H DEPTH' = 0.24 FT INLET 9B A913 .01 TG 43.10' 7.4 (PER FIG-3-6 SDCHM) IE 41.95' 0.01 0.02) Qi 0=0 01 CFS 43 29 9.4 Qi 00=0.02CFS I 43.10 1) Am 0 EXHIBIT 2 - RATIONAL HYDROLOGY WORKMAP 0 10' 20' POST-CONSTRUCTION PROJECT AREA MAP 570-580 LAGUNA _DRIVE, _CARLSBAD,_CA 1 INCH = 10 FT LEGEND I SUBAREA NAME '('Al 8.2 UBAREA (AC) 6.28.2I FLOW TO BUENA 'ASIA LAGOON I N_7.2 1 9.2 rA7R0.01 / 4440 44.11/A8R 101 43.46 9R 0.01 013 P8 L=2- 0 03 0.040.13 I I P9 / PlO 4 / L=25.7' - / L=33'- INLET 7 INLET 8 INLET 9 TG 4440 TG 4411' TG 43.46 IE 42.90' IE 42.60' IE 42.30 Ql0=0.03 CFS Q10=0.03 CFS Q10=0.04 CFS Q100=0.13 CFS Q100=0.13 CFS Q100=0.13 CFS FLOW TO BMP 2 TO LAGUNA DRIVE FLOW TO BMP 1 TO LAGUNA DRIVE 013 LjJ KI (NbV 1fr cHI O.¼)wryfl nhIz cJ73o/2cf 1/28/2020 * OFCVM1 CORY JONES ENGINEERING 1820 S. EL CAMINO REAL, A205 ENCINI TA 5, CA 92024 (P) 619-884-0576 10 YR PEAK- -100 YR PEAK FLOW (CFS) FLOW (CFS) NODE NUMBER 1 ELEVATION 1.0 FLOW DIREC11ON LONGEST FLOW PATH PER SUBAREA PROJECT NUMBER: I FINISH SURFACE SPOT GRADE 419± CT201 8-0006 I DRAINAGE AREA BOUNDARY I I 1 1.1 I 44.89 Ic — - =777- _7Z 1.2 bi 44.2 £-' VFb - - 717 I I_ I R-6 1--1V jj - .- --- /1 I I II -;—V-- I NT- 911 / - I - - I - - - - L 2.1 Ilk I 44.89 I r 7 />> (3) 0.09 I 7 \O5OO/ / - /\ V - - ----_ / Wr- CC N \ N \lee 4-77717 71 - Ll cz /( 4) 0.3 \\\r \\ C//" \\\\\\\ 2.3 7± MMMMENNEF7 OF moor- ---- N \ \\\ N ?NN \ N \ \ N N- \\ DISCHARGE POINT 2 (NORTH) Q100=1.27 CFS N V100=1.0 FPS 7H 1 - V dl - - - t Q4 N*Z N / 0-03 \& 0.10 0.14,/ 145 / I X - I - - - - // -- 43.22 1.4 42.81 /-LJ r- 7 - - N - - -- -- - .---- --__j - Normal Depth = 0.03 FT N NN EXHIBIT 1 - RATIONAL HYDROLOGY WORKMAP (EST. AS CHANNEL WITH B 50 z =10, S 66.7%, n 0.1) D11 HARC 0100=1'12 CFS PRE—CONSTRUCTION PROJECT AREA MAP CORY JONES ENGINEERING 1820 S. EL CAMINO REAL, A205 ENCINI TA 5, CA 92024 (P) 619-884-0576 k vf6o=z ip IUU LA(,UNA Ut<IV, LJAI<LSUAU, LEGEND LEGEND VEL. PER FIG. 3-6 OF SDCH M SUBAREA NAME Al 8.2 UBAREA (AC) 6.2 8.2 FLOW TO BUENA VISTA LAGOON 10 YR PEAK 100 YR PEAK FLOW (CFS) FLOW (CFS) NODE NUMBER 1 ELEVATION 1.0 FLOW DIRECTION FLOW TO LAGUNA DRIVE 0 10' 2 LONGEST FLOW PATH I I PER SUBAREA ---- ---- 1 INCH = 10 FT PROJECT NUMBER: CT2018-0006 DRAINAGE AREA BOUNDARY APPENDIX B RATIONAL HYDROLOGY ANALYSIS WE H Page Left Intentionally Blank WE RESULTS FROM AES HYDROLOGY PROGRAM PRE-DEVELOPMENT RATIONAL METHOD RESULTS DRAINING TO LAGUNA DRIVE CURB AND GUTTER DRAINAGE AREA NODE FRO NODE TO Area Q10 TC10 1110 Q100 TC100 1100 AC CFS MIN IN/HR CFS MIN IN/HR 1 1.1 1.2 0.03 0.1 3.773 4.216 0.15 3.773 6.587 2 1.2 1.3 0.26 0.64 3.77 4.216 0.85 6.32 5.661 5 1.3 1.41 0.031 0.11 3.81 4.2161 0.141 6.361 5.639 1,2,5 0.83 3.81 4.216 1.12 6.36 5.6 DRAINING TO BUENA VISTA LAGOON DRAINAGE AREA NODE FRO NODE TO Aea Q10 TC10 110 Q100 TC100 1100 AC CFS MIN IN/HR CFS MIN IN/HR 3 2.1 2.2 0.09 0.25 3.578 4.216 0.4 0.803 6.587 4 2.2 2.31 0.35 0.5 6.66 3.503 0.88 3 6.587 3,4 0.441 0.681 1 1 1.27 3 PRE-DEVELOPMENT 10-YEAR DESIGN STORM AES CALCULATION REPORTS WE Page Left Intentionally Blank WE PR10S2 . RES 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 1575 Analysis prepared by: *********************** DESCRIPTION OF STUDY * 10-YR PRE-DEVELOPMENT * * LAGUNA SUBDIVISION, CARLSBAD, CA * * AREAS 3 AND 4, DRAINING TO BUENA VISTA LAGOON * FILE NAME: PR10S2.DAT TIME/DATE OF STUDY: 16:41 06/03/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 2.00 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 44.89 DOWNSTREAM ELEVATION(FEET) = 43.10 ELEVATION DIFFERENCE(FEET) = 1.79 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.578 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 PR1OS2 . RES NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.25 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 43.10 DOWNSTREAM(FEET) = 7.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 177.00 CHANNEL SLOPE = 0.2040 CHANNEL BASE(FEET) = 50.00 "Z" FACTOR = 10.000 MANNING'S FACTOR = 0.036 MAXIMUM DEPTH(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.503 RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.50 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.96 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) = 3.08 TC(MIN.) = 6.66 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.47 AREA-AVERAGE RUNOFF COEFFICIENT = 0.439 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 0.68 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.01 FLOW VELOCITY(FEET/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 2.00 TO NODE 2.30 = 227.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 6.66 PEAK FLOW RATE(CFS) = 0.68 END OF RATIONAL METHOD ANALYSIS Page 2 PRE10N2 . RES 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 1575 Analysis prepared by: DESCRIPTION OF STUDY 10-YR PRE-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * AREAS 1, 2, AND 5 - DRAINING TO LAGUNA DRIVE C&G * FILE NAME: PRE10N2.DAT TIME/DATE OF STUDY: 17:12 06/03/2020 ------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ** * * *** * *** * * ** ****** ****** ** ********************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 -------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 44.89 DOWNSTREAM ELEVATION(FEET) = 44.20 ELEVATION DIFFERENCE(FEET) = 0.69 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.773 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 PRE10N2 . RES NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.10 FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5997 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.73 TC(MIN.) = 3.77 FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 43.22 DOWNSTREAM ELEVATION(FEET) = 42.81 STREET LENGTH(FEET) = 10.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for streetfiow section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.78 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 3.81 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.618 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.40 = 60.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 3.81 PEAK FLOW RATE(CFS) = 0.83 Page 2 PRE1ON2 . RES END OF RATIONAL METHOD ANALYSIS Page 3 WE Page Left Intentionally Blank I PRE-DEVELOPMENT 100-YEAR DESIGN STORM AES CALCULATION REPORTS WE Page Left Intentionally Blank WE PR100S2 . RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 100-YR PRE-DEVELOPMENT LAGUNA SUBDIVISION, CARLSBAD, CA AREAS 3 AND 4 - DRAINING TO BUENA VISTA LAGOON FILE NAME: PR100S2.DAT TIME/DATE OF STUDY: 16:53 06/03/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE/ WAY (FT) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 5.00 UPSTREAM ELEVATION(FEET) = 44.89 DOWNSTREAM ELEVATION(FEET) = 43.10 ELEVATION DIFFERENCE(FEET) = 1.79 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 0.803 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! Page 1 PR100S2 . RES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 FLOW PROCESS FROM NODE 2.20 TO NODE 2.30 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 43.10 DOWNSTREAM(FEET) = 7.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 177.00 CHANNEL SLOPE = 0.2040 CHANNEL BASE(FEET) = 50.00 liz" FACTOR = 10.000 MANNING'S FACTOR = 0.036 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.34 AVERAGE FLOW DEPTH(FEET) = 0.01 TRAVEL TIME(MIN.) = 2.19 Tc(MIN.) = 3.00 SUBAREA AREA(ACRES) = 0.35 SUBAREA RUNOFF(CFS) = 0.88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.439 TOTAL AREA(ACRES) = 0.4 PEAK FLOW RATE(CFS) = 1.27 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.02 FLOW VELOCITY(FEET/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 2.10 TO NODE 2.30 = 182.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.4 TC(MIN.) = 3.00 PEAK FLOW RATE(CFS) = 1.27 END OF RATIONAL METHOD ANALYSIS Page 2 PRE100N2 . RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 100-YR PRE-DEVELOPMENT LAGUNA SUBDIVISION, CARLSBAD, CA AREAS 1, 2, AND 5 - DRAINING TO LAGUNA DRIVE C&G FILE NAME: PRE100N2.DAT TIME/DATE OF STUDY: 17:18 06/03/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/s) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 44.89 DOWNSTREAM ELEVATION(FEET) = 44.20 ELEVATION DIFFERENCE(FEET) = 0.69 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.773 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 PRE100N2 . RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.30 IS CODE = 51 ---------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 44.20 DOWNSTREAM(FEET) = 43.22 CHANNEL LENGTH THRU SUBAREA(FEET) = 131.00 CHANNEL SLOPE = 0.0075 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 20.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.661 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .5800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 80 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.59 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.86 AVERAGE FLOW DEPTH(FEET) = 0.03 TRAVEL TIME(MIN.) = 2.55 Tc(MIN.) = 6.32 SUBAREA AREA(ACRES) = 0.26 SUBAREA RUNOFF(CFS) = 0.85 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 0.98 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 181.00 FEET. FLOW PROCESS FROM NODE 1.30 TO NODE 1.40 IS CODE = 62 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(5TREET TABLE SECTION # 1 USED)<<<<< UPSTREAM ELEVATION(FEET) = 43.22 DOWNSTREAM ELEVATION(FEET) = 42.81 STREET LENGTH(FEET) = 10.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.018 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetfiow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.05 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.87 STREET FLOW TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 6.36 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.639 GENERAL COMMERCIAL RUNOFF COEFFICIENT = .8000 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.618 SUBAREA AREA(ACRES) = 0.03 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.3 PEAK FLOW RATE(CFS) = 1.12 Page 2 PRE100N2 . RES END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 2.00 FLOW VELOCITY(FEET/SEC.) = 4.40 DEPTH*VELOCITY(FT*FT/SEC.) = 0.87 LONGEST FLOWPATH FROM NODE 1.10 TO NODE 1.40 = 191.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 6.36 PEAK FLOW RATE(CFS) = 1.12 END OF RATIONAL METHOD ANALYSIS Page 3 Page Left Intentionally Blank WE RESULTS FROM AES HYDROLOGY PROGRAM POST-DEVELOPMENT RATIONAL METHOD RESULTS DRAINAGE AREA NODE FROM NODE TO INLET NO. Q10 TC10* 110 Q100 TC100** 1100 CFS MIN IN/HR CFS MIN IN/HR 1,2,3 1 0.49 3.24 4.216 0.77 3.24 6.587 7F,5,8F,9F,10F,11F,12F,13F,13B 2 0.32 3 4.216 0.5 3 6.587 SUM CENTRAL PIPES 0.81 1.27 711 7.11 7.2 7 0.03 2.31 4.216 0.13 2.31 6.587 811 8.11 8.2 8 0.03 3.15 4.216 0.13 3.15 6.587 911 9.11 9.2 9 0.04 3.47 4.216 0.13 3.47 6.587 9B 9.3 9.4 98 0.01 6.28 3.638 0.02 6.28 5.685 SUM NORTH PIPES - 0.11 0.41 1011 2.1 2.2 10 0.02 4.89 4.2161 0.07 4.89 6.587 hR 5.1 5.2 11 0.03 3.89 4.2161 0.13 3.89 6.587 12R 6.1 6.2 12 0.03 3.45 4.2161 0.13 3.45 6.587 13R 6.12 6.3 13R 0.09 5.29 4.0641 0.15 5.29 6.35 13F 6.4 6.42 13F 0.02 1.91 4.216 0.03 1.91 6.587 SUM SOUTH PIPES 0.19 0.51 TOTAL PIPE FLOW 1.11 2.19 20,21,22 C&G 0.11 0.85 4.216 0.17 0.85 6.587 18,19 LAGOON 0.23 7.651 3.251 0.36 7.65 5.007 *NOTE **NOTE 4.216 BASED ON 6.587 BASED ON 5-MINTC 5-MINTC RESULTS FROM AES HYDROLOGY PROGRAM Breakdown of additional sub-area drainage area peak flow estimates POST-DEVELOPMENT RATIONAL METHOD RESULTS DRAINAGE AREA NODE FROM NODE TO INLET NO. Area Q10 TC10 110 Q100 TC100 1100 acres CFS MIN IN/HR CFS MIN IN/HR 1 1.1 1.2 1 0.03 0.11 3.243 4.216 0.17 3.243 6.587 2 1.2 1.22 1 0.05 0.09 3.24 4.216 0.15 3.24 6.587 3 1.3 1.32 1 0.08 0.29 3.24 4.216 0.46 3.24 6.587 1,2,3 11 0.49 3.24 4.216 0.77 3.24 6.587 DRAINAGE AREA NODE FROM NODE TO INLET NO. Area Q10 TC10 110 Q100 TC100 1100 acres CFS MIN IN/HR CFS MIN IN/HR 7F 7.11 7.1 2 0.01 0.03 3.003 4.216 0.05 3.003 6.587 5 1.22 1.5 2 0.04 0.09 3 4.216 0.13 3 6.587 8F 8.11 8.1 2 0.01 0.03 3 4.216 0.05 3 6.587 9F 9.11 9.1 2 0.01 0.03 3 4.216 0.05 3 6.587 1OF 2.1 2.12 2 0.01 0.04 3 4.216.0.06 3 6.587 hF 5.1 5.12 2 0.01 0.04 3 4.216 0.06 3 6.587 12F 6.1 6.12 2 0.01 0.04 3 4.216 0.06 3 6.587 13F 6.4 6.42 2 0.01 0.02 3 4.216 0.03 3 6.587 13B 5.4 5.42 21 0.011 0.01 3 4.216 0.02 3 6.587 7F,5,8F,9F,1OF,11F 12F,13F,13B 21 1 0.321 3 4.216 0.51 3 6.587 DRAINAGE AREA NODE FROM NODE TO INLET NO. - Area Q10 TC10 110 Q100 TC100 1100 acres CFS MIN IN/HR CFS MIN IN/HR 20 6.5 6.52 C&G 0.01 0.04 0.854 4.216 0.06 0.854 6.587 21 6.61 6.62 C&G 0.01 0.04 0.85 4.216 0.06 0.85 6.587 22 7.3 7.4 C&G 0.01 0.04 0.85 4.216 0.06 0.85 6.587 20,21,22 C&GI 1 0.111 0.851 4.2161 0.171 0.851 6.587 DRAINAGE AREA NODE FROM NODE TO INLET No. Area Q10 TC10 110 Q100 TC100 1100 acres CFS MIN IN/HR CFS MIN IN/HR 18 4.1 4.2 0.01 0.01 7.649 3.205 0.01 7.649 5.007 19 4.2 4.3 0.28 0.22 7.65 3.205 0.35 7.65 5.007 18,19 LAGOON 0.23 7.65 3.25 0.36 7.65 5.007 POST-DEVELOPMENT 10-YEAR DESIGN STORM AES CALCULATION REPORTS WE Page Left Intentionally Blank WE POST10I1. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 1 * ** ** * * * * ****************************** ********************* FILE NAME: POST10I1.DAT TIME/DATE OF STUDY: 14:58 06/04/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*Fr/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 AREA A(1) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 58.00 UPSTREAM ELEVATION(FEET) = 46.95 DOWNSTREAM ELEVATION(FEET) = 46.18 ELEVATION DIFFERENCE(FEET) = 0.77 SUBAREA OVERLAND TIME OF FLoW(MIN.) = 3.243 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 POST1OI1. RES NOTE: RAINFALL INTENSITY IS BASED ON TC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.11 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.11 FLOW PROCESS FROM NODE 1.20 TO NODE 1.22 Is CODE = 81 AREA A(2) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 72 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5962 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.20 TC(MIN.) = 3.24 **************************************************************************** FLOW PROCESS FROM NODE 1.30 TO NODE 1.32 IS CODE = 81AREAA(3) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7331 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.49 TC(MIN.) = 3.24 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 3.24 PEAK FLOW RATE(CFS) = 0.49 END OF RATIONAL METHOD ANALYSIS Page 2 POST10I2 . RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT LAGUNA SUBDIVISION, CARLSBAD, CA INLET 2 FILE NAME: POST1OI2.DAT TIME/DATE OF STUDY: 12:22 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (FT) SIDE / SIDE! WAY (FT) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 7.11 TO NODE 7.10 IS CODE = 21 AREA A(7F) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 47.60 UPSTREAM ELEVATION(FEET) = 46.65 DOWNSTREAM ELEVATION(FEET) = 45.44 ELEVATION DIFFERENCE(FEET) = 1.21 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.003 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Pagel POST1OI2 . RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.03 **************************************************************************** FLOW PROCESS FROM NODE 1.22 TO NODE 1.50 IS CODE = 81 AREA A(5) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 76 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5620 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.12 TC(MIN.) = 3.00 FLOW PROCESS FROM NODE 8.11 TO NODE 8.10 Is CODE = 81 AREA A(8F) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5967 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.15 TC(MIN.) = 3.00 FLOW PROCESS FROM NODE 9.11 TO NODE 9.10 IS CODE = 81 AREA A(9F) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6214 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.18 TC(MIN.) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.12 IS CODE = 81 AREA A(IOF) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6488 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.22 TC(MIN.) = 3.00 Page 2 P05T1012 . RES FLOW PROCESS FROM NODE 6.10 TO NODE 6.12 IS CODE = 81 AREA A(12F) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6700 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.25 TC(MIN.) = 3.00 * * * * * * * *** * ************************ ********** * FLOW PROCESS FROM NODE 5.10 TO NODE 5.12 IS CODE = 81 AREA A(IIF) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6870 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.29 TC(MIN.) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.42 IS CODE = 81 AREA A(13F) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6591 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.31 TC(MIN.) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.42 IS CODE = 81 AREA A(13B) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .3200 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 65 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6308 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.32 TC(MIN.) = 3.00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 3.00 Page 3 P0511012 RES PEAK FLOW RATE(CFS) = 0.32 END OF RATIONAL METHOD ANALYSIS Page 4 P0511017. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT LAGUNA SUBDIVISION, CARLSBAD, CA INLET 7 FILE NAME: POST10I7.DAT TIME/DATE OF STUDY: 12:27 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fir) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 7.11 TO NODE 7.20 IS CODE = 21 AREA A(7R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.40 UPSTREAM ELEVATION(FEET)= 46.65 DOWNSTREAM ELEVATION(FEET) = 44.40 ELEVATION DIFFERENCE(FEET) = 2.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.309 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 P0511017. RES NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 2.31 PEAK FLOW RATE(CFS) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 P0511018. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY * 10-YR POST-DEVELOPMENT * * LAGUNA SUBDIVISION, CARLSBAD, CA * *INLET8 * ************************************************************************** FILE NAME: POST10I8.DAT TIME/DATE OF STUDY: 12:31 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE! WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 8.11 TO NODE 8.20 IS CODE = 21 AREA A(8R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.40 UPSTREAM ELEVATION(FEET) = 45.00 DOWNSTREAM ELEVATION(FEET) = 44.11 ELEVATION DIFFERENCE(FEET) = 0.89 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.146 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 POST1OI8. RES NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 3.15 PEAK FLOW RATE(CFS) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 POST10I9. RES 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 1575 Analysis prepared by: ********************** DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 9 * ************************************************************************** FILE NAME: POST10I9.DAT TIME/DATE OF STUDY: 12:34 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 9.11 TO NODE 9.20 IS CODE = 21 AREA A(9R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 29.40 UPSTREAM ELEVATION(FEET) = 44.80 DOWNSTREAM ELEVATION(FEET) = 43.46 ELEVATION DIFFERENCE(FEET) = 1.34 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.473 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 POST1OI9 . RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.04 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 3.47 PEAK FLOW RATE(CFS) = 0.04 END OF RATIONAL METHOD ANALYSIS Page 2 P051019B. RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT LAGUNA SUBDIVISION, CARLSBAD, CA INLET 9B FILE NAME: POS10I9B.DAT TIME/DATE OF STUDY: 12:39 05/27/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 9.30 TO NODE 9.40 IS CODE = 21 AREA A(9B) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 23.30 UPSTREAM ELEVATION(FEET) = 43.33 DOWNSTREAM ELEVATION(FEET) = 43.10 ELEVATION DIFFERENCE(FEET) = 0.23 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.283 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.638 Page 1 POS1OI9B. RES SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.01 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 6.28 PEAK FLOW RATE(CFS) = 0.01 END OF RATIONAL METHOD ANALYSIS / Page 2 PO10I10R. RES 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 1575 Analysis prepared by: ************************ DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 10 * ************************************************************************** FILE NAME: PO10I10R.DAT TIME/DATE OF STUDY: 12:44 05/27/2020 ------------------------------------------------------------------ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------ 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21 AREA A(IOR) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 78 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 46.50 DOWNSTREAM ELEVATION(FEET) = 44.95 ELEVATION DIFFERENCE(FEET) = 1.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.888 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 PO10I10R. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.02 ------------ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 4.89 PEAK FLOW RATE(CFS) = 0.02 END OF RATIONAL METHOD ANALYSIS Page 2 P010111. RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 11 * FILE NAME: P010I11.DAT TIME/DATE OF STUDY: 12:49 05/27/2020 ---------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21 AREA A(IIR) >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 46.30 DOWNSTREAM ELEVATION(FEET) = 45.50 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.885 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Pagel PO10I11.RES NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 3.89 PEAK FLOW RATE(CFS) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 P010112 . RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 12 ************************************************************************** FILE NAME: P010112.DAT TIME/DATE OF STUDY: 12:51 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 MODE.L* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (Fr) SIDE / SIDE! WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(velocity) Constraint = 1.5 (FT*Fr/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 AREA A(12R) >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 46.10 DOWNSTREAM ELEVATION(FEET) = 44.96 ELEVATION DIFFERENCE(FEET) = 1.14 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.453 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 P010112. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 3.45 PEAK FLOW RATE(CFS) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 P010113 F. RES 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 1575 Analysis prepared by: DESCRIPTION OF STUDY * 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 13F FILE NAME: PO10I13F.DAT TIME/DATE OF STUDY: 13:02 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 6.40 TO NODE 6.42 IS CODE = 21 ------------------------------------------------------------------------ AREA A(13F) >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 10.60 UPSTREAM ELEVATION(FEET) = 44.47 DOWNSTREAM ELEVATION(FEET) = 43.46 ELEVATION DIFFERENCE(FEET) = 1.01 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.908 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 P010113 F. RES NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 1.91 PEAK FLOW RATE(CFS) = 0.02 END OF RATIONAL METHOD ANALYSIS Page 2 P010113 B. RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 10-YR POST-DEVELOPMENT * * LAGUNA SUBDIVISION, CARLSBAD, CA * * INLET 13R * ************************************************************************** FILE NAME: PO10I13B.DAT TIME/DATE OF STUDY: 12:56 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE I SIDE! WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*Fr/5) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6.12 TO NODE 6.30 IS CODE = 21 AREA A(13R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 44.80 DOWNSTREAM ELEVATION(FEET) = 44.75 ELEVATION DIFFERENCE(FEET) = 0.05 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.292 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 P010113 B. RES THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN IC CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.064 SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.09 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 5.29' PEAK FLOW RATE(CFS) = 0.09 END OF RATIONAL METHOD ANALYSIS Page 2 PO10CNG. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY * 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * AREAS 20, 21, AND 22 - PARKWAY FLOW TO CURB AND GUTTER ************************************************************************** FILE NAME: PO10CNG.DAT TIME/DATE OF STUDY: 15:09 05/27/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 6.50 TO NODE 6.52 IS CODE = 21 ---------------------------------------------------------------------------- AREA A(20) >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 10.00 UPSTREAM ELEVATION(FEET) = 45.00 DOWNSTREAM ELEVATION(FEET) = 44.64 ELEVATION DIFFERENCE(FEET) = 0.36 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 0.854 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 Page 1 PO10CNG.RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.04 FLOW PROCESS FROM NODE 6.61 TO NODE 6.62 IS CODE = 81 AREA A(21) >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.07 TC(MIN.) = 0.85 FLOW PROCESS FROM NODE 7.3 TO NODE 7.4 IS CODE = 81 AREA A(22) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.216 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.04 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.11 TC(MIN.) = 0.85 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 0.85 PEAK FLOW RATE(CFS) = 0.11 END OF RATIONAL METHOD ANALYSIS Page 2 P010LAG. RES 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 1575 Analysis prepared by: ********************** DESCRIPTION OF STUDY 10-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * AREAS 18 AND 19, DRAINS TO BUENA VISTA LAGOON * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * FILE NAME: P010LAG.DAT TIME/DATE OF STUDY: 15:15 05/27/2020 ------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.600 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) constraint = 1.5 (Fr*Fr/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 AREA A(18) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 46.31 DOWNSTREAM ELEVATION(FEET) = 45.50 ELEVATION DIFFERENCE(FEET) = 0.81 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.649 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.205 Page 1 POlO LAG. RES SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.01 FLOW PROCESS FROM NODE 4.2 TO NODE 4.3 IS CODE = 81 AREA A(19) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.205 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2500 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.23 TC(MIN.) = 7.65 END OF STUDY-SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.65 PEAK FLOW RATE(CFS) = 0.23 END OF RATIONAL METHOD ANALYSIS Page 2 POST-DEVELOPMENT 100-YEAR DESIGN STORM AES CALCULATION REPORTS WE Page Left Intentionally Blank WE 10011PO. RES 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 1575 Analysis prepared by: ************************ DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * * LACUNA SUBDIVISION, CARLSBAD, CA * *INLET1 * ************************************************************************** FILE NAME: 100I1PO.DAT TIME/DATE OF STUDY: 15:28 06/04/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.10 TO NODE 1.20 IS CODE = 21 AREA A(1) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 INITIAL SUBAREA FLOW-LENGTH(FEET) = 58.00 UPSTREAM ELEVATION(FEET) = 46.95 DOWNSTREAM ELEVATION(FEET) = 46.18 ELEVATION DIFFERENCE(FEET) = 0.77 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.243 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 10011PO. RES NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.17 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.17 **************************************************************************** FLOW PROCESS FROM NODE 1.20 TO NODE 1.22 IS CODE = 81 AREA A(2) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (4.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 72 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5962 SUBAREA AREA(ACRES) = 0.05 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.31 TC(MIN.) = 3.24 FLOW PROCESS FROM NODE 1.30 TO NODE 1.32 IS CODE = 81 AREA A(3) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 4 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7331 SUBAREA AREA(ACRES) = 0.08 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.2 TOTAL RUNOFF(CFS) = 0.77 TC(MIN.) = 3.24 END OF STUDY SUMMARY: --.------- H TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 3.24 PEAK FLOW RATE(CFS) = 0.77 END OF RATIONAL METHOD ANALYSIS Page 2 10012 P0. RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 100-YR POST-DEVELOPMENT LAGUNA SUBDIVISION, CARLSBAD, CA INLET 2 FILE NAME: 100I2PO.DAT TIME/DATE OF STUDY: 09:54 05/28/2020 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ** * * * * * * * * ****** * * * FLOW PROCESS FROM NODE 7.11 TO NODE 7.10 IS CODE = 21 AREA A(7F) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 47.60 UPSTREAM ELEVATION(FEET)= 46.65 DOWNSTREAM ELEVATION(FEET) = 45.44 ELEVATION DIFFERENCE(FEET) = 1.21 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.003 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 10012 P0. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.05 FLOW PROCESS FROM NODE 1.22 TO NODE 1.50 IS CODE = 81 AREA A(5) >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100 SOIL CLASSIFICATION IS t1 B" S.C.S. CURVE NUMBER (AMC II) = 76 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5620 SUBAREA AREA(ACRES) = 0.04 SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.19 TC(MIN.) = 3.00 FLOW PROCESS FROM NODE 8.11 TO NODE 8.10 IS CODE = 81 AREA A(8F) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS t1B" S.C.S. CURVE NUMBER (AMC II) = 91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5967 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.24 TC(MIN.) = 3.00 FLOW PROCESS FROM NODE 9.11 TO NODE --. 10 IS CODE ---1 AREA A(9F)----------------------------------------------------------------------------i >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. NEIGHBORHOOD COMMERCIAL RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6214 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.05 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.29 TC(MIN.) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.12 IS CODE = 81 AREA A(IOF) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6488 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.34 TC(MIN.) = 3.00 Page 2 10012 P0. RES FLOW PROCESS FROM NODE 6.10 TO NODE 6.12 IS CODE = 81AREAA(12F) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6700 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.40 TC(MIN.) = 3.00 FLOW PROCESS FROM NODE 5.10 TO NODE 5.12 IS CODE = 81 AREA A(11F) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. OFFICE PROFESSIONAL/COMMERCIAL RUNOFF COEFFICIENT = .8400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6870 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.45 TC(MIN.) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 6.40 TO NODE 6.42 IS CODE = 81 AREA A(13F) >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 68 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6591 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.48 TC(MIN.) = 3.00 **************************************************************************** FLOW PROCESS FROM NODE 5.40 TO NODE 5.42 IS CODE = 81 AREA A(13B) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .3200 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 65 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6308 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.1 TOTAL RUNOFF(CFS) = 0.50 TC(MIN.) = 3.00 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.1 TC(MIN.) = 3.00 Page 3 10012P0. RES PEAK FLOW RATE(CFS) = 0.50 END OF RATIONAL METHOD ANALYSIS Page 4 10017 P0. RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 100-YR POST-DEVELOPMENT LAGUNA SUBDIVISION, CARLSBAD, CA INLET 7 FILE NAME: 100I7P0.DAT TIME/DATE OF STUDY: 09:57 05/28/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF-GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE! WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*Fr/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 7.11 TO NODE 7.20 IS CODE = 21 AREA A(7R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALVSIS<<<<< RESIDENTIAL (24.*DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.40 UPSTREAM ELEVATION(FEET) = 46.65 DOWNSTREAM ELEVATION(FEET) = 44.40 ELEVATION DIFFERENCE(FEET) = 2.25 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.309 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 10017P0. RES NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.13 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 2.31 PEAK FLOW RATE(CFS) = 0.13 ------------------ END OF RATIONAL METHOD ANALYSIS Page 2 10018P0. RES 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 1575 Analysis prepared by: DESCRIPTION OF STUDY 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 8 * FILE NAME: 100I8PO.DAT TIME/DATE OF STUDY: 09:59 05/28/2020 -------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 8.11 TO NODE 8.20 IS CODE = 21 AREA A(8R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 32.40 UPSTREAM ELEVATION(FEET) = 45.00 DOWNSTREAM ELEVATION(FEET) = 44.11 ELEVATION DIFFERENCE(FEET) = 0.89 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.146 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 100I8Po. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.13 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 3.15 PEAK FLOW RATE(CFS) = 0.13 END OF RATIONAL METHOD ANALYSIS Page 2 10019Po. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 9 * FILE NAME: 100I9PO.DAT TIME/DATE OF STUDY: 10:01 05/28/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: - -- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 9.11 TO NODE 9.20 IS CODE = 21 AREA A(9R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (7.3 DU/AC OR LESS) RUNOFF COEFFICIENT = .5100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 76 INITIAL SUBAREA FLOW-LENGTH(FEET) = 29.40 UPSTREAM ELEVATION(FEET) = 44.80 DOWNSTREAM ELEVATION(FEET) = 43.46 ELEVATION DIFFERENCE(FEET) = 1.34 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.473 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 10019P0. RES NOTE: RAINFALL INTENSITY IS BASED ON IC = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.04 TOTAL RUNOFF(CFS) = 0.13 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 3.47 PEAK FLOW RATE(CFS) = 0.13 END OF RATIONAL METHOD ANALYSIS Page 2 100I9BPO. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 9B FILE NAME: 100I9BPO.DAT TIME/DATE OF STUDY: 10:03 05/28/2020 -------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE! WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 9.30 TO NODE 9.40 IS CODE = 21 AREA A(9B) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2. DU/AC OR LESS) RUNOFF COEFFICIENT = .3800 SOIL CLASSIFICATION IS "Bt' S.C.S. CURVE NUMBER (AMC II) = 68 INITIAL SUBAREA FLOW-LENGTH(FEET) = 23.30 UPSTREAM ELEVATION(FEET) = 43.33 DOWNSTREAM ELEVATION(FEET) = 43.10 ELEVATION DIFFERENCE(FEET) = 0.23 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.283 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.685 Page 1 100I9BPO.RES SUBAREA RUNOFF(CFS) = 0.02 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 6.28 PEAK FLOW RATE(CFS) = 0.02 END OF RATIONAL METHOD ANALYSIS Page 2 lOOIlORP. RES 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 1575 Analysis prepared by: ************************ DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 10 FILE NAME: 100I10RP.DAT TIME/DATE OF STUDY: 10:07 05/28/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE! WAY (FT) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 2.10 TO NODE 2.20 IS CODE = 21AREAA(I0R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .5400 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 78 INITIAL SUBAREA FLOW-LENGTH(FEET) = 50.00 UPSTREAM ELEVATION(FEET) = 46.50 DOWNSTREAM ELEVATION(FEET) = 44.95 ELEVATION DIFFERENCE(FEET) = 1.55 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.888 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 100I1ORP. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.07 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.07 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 Tc(MIN.) = 4.89 PEAK FLOW RATE(CFS) = 0.07 END OF RATIONAL METHOD ANALYSIS Page 2 100I11PO. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * * LAGUNA SUBDIVISION, CARLSBAD, CA * * INLET 11 * ************************************************************************** FILE NAME: 100I11PO.DAT TIME/DATE OF STUDY: 10:10 05/28/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 (Fr) (Fr) (Fr) (Fir) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*Fr/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.20 IS CODE = 21AREAA(IIR) >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 46.30 DOWNSTREAM ELEVATION(FEET) = 45.50 ELEVATION DIFFERENCE(FEET) = 0.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.885 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Pagel 100I11PO. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.13 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 Tc(MIN.) = 3.89 PEAK FLOW RATE(CFS) = 0.13 END OF RATIONAL METHOD ANALYSIS Page 2 100i12Po. RES 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 1575 Analysis prepared by: DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 12 FILE NAME: 100112P0.DAT TIME/DATE OF STUDY: 10:12 05/28/2020 -------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE! WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.20 IS CODE = 21 AREA A(1 2R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 46.10 DOWNSTREAM ELEVATION(FEET) = 44.96 ELEVATION DIFFERENCE(FEET) = 1.14 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.453 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 100112 P0. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.13 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.13 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 Tc(MIN.) = 3.45 PEAK FLOW RATE(CFS) = 0.13 END OF RATIONAL METHOD ANALYSIS Page 2 100I13BP. RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 13R * ************************************************************************** FILE NAME: 100I13BP.DAT TIME/DATE OF STUDY: 10:16 05/28/2020 ------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 6.12 TO NODE 6.30 IS CODE = 21 AREA A(13R) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 91 INITIAL SUBAREA FLOW-LENGTH(FEET) = 77.00 UPSTREAM ELEVATION(FEET) = 44.80 DOWNSTREAM ELEVATION(FEET) = 44.75 ELEVATION DIFFERENCE(FEET) = 0.05 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.292 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN Page 1 100I13BP.RES THE MAXIMUM OVERLAND FLOW LENGTH = 50.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.350 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) = 0.15 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 5.29 PEAK FLOW RATE(CFS) = 0.15 END OF RATIONAL METHOD ANALYSIS Page 2 100I13FP. RES 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * INLET 13F FILE NAME: 100I13FP.DAT TIME/DATE OF STUDY: 10:19 05/28/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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) (Fr) SIDE / SIDE/ WAY (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (Fr*Fr/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 6.40 TO NODE 6.42 IS CODE = 21 AREA A(13F) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTIAL (2.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .4100 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 70 INITIAL SUBAREA FLOW-LENGTH(FEET) = 10.60 UPSTREAM ELEVATION(FEET) = 44.47 DOWNSTREAM ELEVATION(FEET) = 43.46 ELEVATION DIFFERENCE(FEET) = 1.01 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.908 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 100I13FP. RES NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.03 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.03 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 Tc(MIN.) = 1.91 PEAK FLOW RATE(CFS) = 0.03 END OF RATIONAL METHOD ANALYSIS Page 2 100CNGPO. RES * * * **** * ************************* ** ******* ********* **** 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 1575 Analysis prepared by: ************************** DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * AREAS 20, 21, AND 22 - PARKWAY FLOW TO CURB AND GUTTER FILE NAME: 100CNGPO.DAT TIME/DATE OF STUDY: 10:23 05/28/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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. (Fr) (Fr) SIDE / SIDE! WAY, (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT!S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 6.50 TO NODE 6.52 IS CODE = 21AREAA(20) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 INITIAL SUBAREA FLOW-LENGTH(FEET) = 10.00 UPSTREAM ELEVATION(FEET) = 45.00 DOWNSTREAM ELEVATION(FEET) = 44.64 ELEVATION DIFFERENCE(FEET) = 0.36 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 0.854 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 Page 1 100CNGPO. RES NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.06 FLOW PROCESS FROM NODE 6.61 TO NODE 6.62 IS CODE = 81 AREA A(21) >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Ic = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.11 TC(MIN.) = 0.85 FLOW PROCESS FROM NODE 7.3 TO NODE 7.4 IS CODE = 81 AREA A(22) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. GENERAL INDUSTRIAL RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 96 AREA-AVERAGE RUNOFF COEFFICIENT = 0.8700 SUBAREA AREA(ACRES) = 0.01 SUBAREA RUNOFF(CFS) = 0.06 TOTAL AREA(ACRES) = 0.0 TOTAL RUNOFF(CFS) = 0.17 TC(MIN.) = 0.85 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.0 TC(MIN.) = 0.85 PEAK FLOW RATE(CFS) = 0.17 END OF RATIONAL METHOD ANALYSIS Page 2 100LAGPO. RES 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 1575 Analysis prepared by: ************************* DESCRIPTION OF STUDY * 100-YR POST-DEVELOPMENT * LAGUNA SUBDIVISION, CARLSBAD, CA * AREAS 18 AND 19, DRAINS TO BUENA VISTA LAGOON FILE NAME: 100LAGPO.DAT TIME/DATE OF STUDY: 10:28 05/28/2020 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.85 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 (Fr) (Fr) (Fr) (Fr) (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 = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) (Depth)*(Velocity) Constraint = 1.5 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 AREA A(18) ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 77 INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00 UPSTREAM ELEVATION(FEET) = 46.31 DOWNSTREAM ELEVATION(FEET) = 45.50 ELEVATION DIFFERENCE(FEET) = 0.81 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.649 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.007 Page 1 100LAGPO. RES SUBAREA RUNOFF(CFS) = 0.01 TOTAL AREA(ACRES) = 0.01 TOTAL RUNOFF(CFS) = 0.01 FLOW PROCESS FROM NODE 4.20 TO NODE 4.30 IS CODE = 81 AREA A(19) ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.007 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS t1B" S.C.S. CURVE NUMBER (AMC II) = 77 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2500 SUBAREA AREA(ACRES) = 0.28 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.3 TOTAL RUNOFF(CFS) = 0.36 TC(MIN.) = 7.65 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.3 TC(MIN.) = 7.65 PEAK FLOW RATE(CFS) = 0.36 ----------------- END OF RATIONAL METHOD ANALYSIS r Page 2 APPENDIX C ISOPLU VIAL MAPS WE Page Left Intentionally Blank WE Storm Recurrance P6 (in) P24 (in) P6/P24 Yr 2 1.2 1.8 0.666667 ok 5 1.4 2.5 0.56 ok 10 1.6 3 0.533333 ok 25 2 3.5 0.571429 ok 50 2.25 4 0.5625 ok 100 2.5 4.5 0.555556 ok 85th percentile 1 0.6 Page Left Intentionally Blank WE Page Left Intentionally Blank WE APPENDIX D PROJECT DRAINAGE AREA SCHEMATICS WE Page Left Intentionally Blank WE 67~0-5'86 L4Jk DR1i' I (;#56k,c,c flIG- D1,r) - I%(JPr& $64jTIc. ril tJ0b$ ci C) 09 Q I.M -01.,-Q12 & 10_c80 Lq .*R.Lc ELq3~gj q.3 gal IS) APPENDIX E HYDRAULIC CALCULATIONS, EXISTING CONDITIONS & PROPOSED CONDITIONS WE Page Left Intentionally Blank WE feet feet feet dimensionless feet radians SF feet Idis fps In ft US EL OS EL L So n D alpha area pedmeteJQ V it T F PI 43.8 43.6 19 Th523 0.013 0. 5.28 0.191 1.32 0.62 3.2 5.6 0.24 0.1 2 43.4 18 iiiii 0.013 0. 5.28 0.191 1.32 0.64 3.3 5.6 0.24 0.1 P3 43 43 35 0.011421 0.013 0. 5.28 0.191 1.32 0.65 3.4 5.6 0.24 0.1 4 4 42.5 446 11211 0.013 0 5.28 0.191 iJ 0.64 3.3 5.6 0.24 0.1 5 - 42.2 29- 0.013 0 5.28 0.191 1I 0.61 3.2 5.6 0.24 0.1 P8 42 42.2 655 - 0.013 0- 5.28 0.191 iij 0.00 0.0 5.6 0.24 0.00. 7 42.6 42.5 54 0.019519 0.013 0.5 5.28 0.191 iii 0.82 4.3 5.6 0.24 0.1 8 42.9 42.6 28 0.010714 0.013 0.5 5.28 0.191 ijj 0.62 3.3 5.6 0.24 0_1 P9 42.6 42.3 25.7 0.011673 0.013 0 5.28 0.191 ijj 0.65 3.4 5.6 0.24 0.1 piã 42.3 41.95 33 0.010605 0.013 0.5 5.28 0.191 12 0.62 3.2 5.6 0.24 0.1 p1i 41.95 41.5 43.3 0.010393 0.013 0.6 5.28 0.191 1.32 0.62 3.2 5.6 0.24 0.1 P12 -11. 41.5 75.5 0 0.013 0.5 5.28 0.191 1.2 0.00 0.0 5.6 0.24 0.00 Max QIOD from Hydrology Check 0.07 ok 0.2 ok 0.33 ok 0.48 ok 0.51 ok rains to aubgrade 0.03 ok 0.13 ok 0.26 ok 0.39 cit 0.41 cit rains to subgrade Plo. Capacity Check Mannings Flow Evaluation of Pipe Capacities dimensionless dimensionless P13 44.25 42.5 65.35 0.026779 0.013 0.5 5.28 0.191 1.32 0.99 5.2 5.6 0.24 0.20 0.77 ok P14 42.5 42.15 69.85_0.005011_0.013_0.5_5.28_0.191_1.32_0.43_2.2_5.6_0.24_0.08 1.27 will flow under pressure P15 42.63 41.9 5.37 0.13594 0.013 0.5 5.28 0.191 1.32 2.23 11.6 5.6 0.24 0.441 2.19 will flow under pressure US EL = Upstream elevation OS EL - Downstream elevation L = length of pipe So = bed slope of pipe n = Mannings roughness coefficient D= diameter of pipe alpha = internal angle from angle point at center of pipe measured from 0 at empty to 6.28 radians when full area = area of flow in pipe perimeter = wetted perimeter of flow 0 = peak flow rate V velocity of flow h= head In pipe T =top width of flow F = Froude Number Half clogged Q = 3.0 x 3 x (H)A(3/2) Q (cfs) IH (if) I H (in) 0.7702161 0.1941991 2.330385 1.2703541 0.2710951 3.253141 Weir Equation Check Inlet Capacity Peak flow to Inlets in rear of units 10, 11, 12, 13 and sides of 13 = 0.51 cfs Peak flow to Inlets in rear of units 7, 8, 9 = 0.41 cfs Peak flow on site = 2.19 cfs Th Q 1 to Q100 for brooks boxes = 0.01 cfs to 0.15 cfs Weir Equation: QCx L x HA(3/2) C = 3.0 L = length of weir 1' x 1' Brooks Box L = 4, assume 50% dogging, L' = 2' H - head over weir crest Assume approach flow is max 0.6 H = OR Q3.0x2x(H)"(3/2) Q(cfs) H(ft) IH(in) 0.0104761 0.01451 0.174 0.5126891 0.1941 2.328 Two central 18 x 18 boxes were added to the design in case there are other on-site failures For these, assume L = 6' and assume 25% clogging, L'1.5' Q = 3.0 x 1.5 x(H)"(312) Q (cfs) H (ft) H (in) 0.770135 0.30825 3.699 1.2699821 0.4302521 5.163029 Q (cfs) IH (ft) 1H (in) Since the are two of these boxes, evaluate Qpeak/2 = 1.27/2 = 0.6357351 0.2712541 3.255046 All on-site rear-yard inlets are provided with sufficient capacity to drain with less than 2.3-in, of approach flow head and half clogged. Inlet 2 in driveway provides with sufficient capacity to drain all site interior drainage with inlet 1 clogged and an approach flow of 5 inches and if the inlet 2 is 3/4 clogged. Inlet 2 can pass 1.27 cfs with 50% clogging with approach flow of 3.25 inches. 0.635 FE54gE Vt.DV4I M4s4 Fox L.echwa cDwiclo1, C4.LsBfti,c.4 "pg 5T7 16~w I 1(J 'f,Zoo tt6rhh1 F CFI'J1AL pfeer SyfrEN frJi.it / I I (0 JU I *fE 14 forfl. r lei i'f2.Ib' -4 It..*ntç 1(*Tiø) Th /1D Loj( i'd ik Zi o5 Z9^401 1LI4r$ 61?L4krft4 (tic.Mw,r; Q O3Z t 49b TF4fDJf, jJ 4cpfw,T(t (i/firE(g,t4 q8 & Fteo MTh C . K ,4-t$IIt.fA,'7S f't" PIfE (c'r fEt.roiJ SvP jI1cf. (r 1. LP 1( oF spE (ST) Fo' pf+zF46b*Y V4Lue.~DF C: Folk S11r ,,0.tH'PE5 dp c.-.-/,tc o/ o J?tfRoiJ $ICk wogic C f M! 120 aL5 1 p1i4o 2- i.' r h7* a R1446e J14ZJ41II-'./40",f t4' /0 --243 zi) (M3ZxCa / I.. Af'P(I S ru: sc (I. v+c4s) (Ito) )C. I.b3 1.3' END aP/y 2. c9 I. 27 cc5 Y X,4 v X - 1TAt... v l4V '•'t4' lf_ (4)t 0.32' (o.c) i& \ 32./ - dqI4ø't k:oS k ++ 9q.25'-f-o32'= -4-50 VR 4.4 / '. 51 i4*CCt 'O.1 ' Z Ic 4 ,a.ote_ 414. 10"— q2.z' = l.5' '. a'i- rt.l? . PIPE '2.b3 tIS -: O,l C D • OM3 4103,( (b.9) (c') "4< v g'#LLfA-7 p/ps p,'c Aomw roi II1IJIOI A 3J L q.3 ' (z's) :b t. ) -._. - ' 1,// &'' 48 (j2o)x (i7.?S - L '1-'!.'!' 4-o.3'/' 034 ' 4:4. Alto uAP j4h.1Z. 1M.M Y2.0 Z.'I &.mJ Orl O.IJs.2.11 v o.21c fs 4DD çb ?t1Rk.4ft D ,, (oI7- err s) v.%•* 629s A li C45 PKE-SiOlo PLOW ,zb3 ,t &2-))( &'Lc (.2zthc(. 4'b 5WEt 4- olticcs frpikwy I.34c.4s 3 2% Concrete Gutter = .015—+. n.0175 tepth paved 7' ~0.13~W~4~R~ESIIDENTIMA NLY MONARENN — I INNEEN =~~WMMMMFANNNIF,ii FA WA FA • 4 VA•!T1 A FlU • WA m A.- ONF INEWAMEIFANNI NOW, WA IN N • • AJ m ANIFA Fm 0 W, * OR a rlmlmvl A!A VA WWUWA WIAU Ih qhh b., I FA -- ___-_____ ia u ____ — AA I . ___ ___• Sol fjmj AN l!iW UI OOM! m!m qVII, WE W.-ANNNEWAINI'mor =b,.k PA IMINFARREN MONO MAMME ME - ! mmbW7-~ WA I I III WA I N U U I. ___... -- 1 I3i c4 6 2 3 Dcharge(C.F.S.) EXAMPLE: Glven:QIO S.2.5% Chart gives: Depth = 0.4, Velocity = 4.4 fps. SOURCE: San Diego County Department of Special District Services Design Manual 20 .30 40 50 FIGURE Gutter and Roadway Discharge - Velocity Chart Appendix F Reference Materials from Geotechnical Report WE Page Left Intentionally Blank WE LOG OF EXPLORATORY BORING NO. 1 DRILL RIG: TRUCK-MOUNTED HOLLOW-STEM AUGER PROJECT NO. P.686218 BORING DIAMETER: 8.08 DATE DRILLED: 03-16-18 SURFACE ELEV.: 42.5' (Approximate) LOGGED BY: AG 0 d cfl Z ° < GEOLOGIC DESCRIPTION 42.54 - °°° SM SOIL(Qs): Reddish Dk. Brn. fine grained sand, silty, organics SP PARALIC DEPOSITS (Qop): Reddish brn., fine and med.-grained san 117.0 2.6 1 - 37.5O4 SPT 23.0 40 ] 300 109.7 2.2 ______32.5 ____ SPT 11.5 34 10.0 Light red fine and coarse-grained sand, slightly moist pebbles 110.0 6.5 27.50J! SPT 14.9 50 15.0 White to gray-light orange fine and coarse-grained sand Gravc!-Pebble Layer 122.1 SPT 8.9 27.0 50 22.5 20. SC SANTIAGO FORMATION (Tsa): Gray-Pale Green clayey sandstone - 17.5 SPT 50 - 25. E 12.3 118.6 9.2 f -= 30.0 = 7.50 Fine and coarse-grained claycy sandstone is dense ro very dens SPT 26.5 50 ] = 35.0 Distrube 1 8.3 = 2.50 SPT 25.2 50 = 40.00 = -2.50 End of Boring @ 50'. No Groundwater SPT 50 ] 45.9 Some caving due to auger removal Backfilled with hydrated bentonite - -7.50 - SPT 27.2 1 50 = so. SHEET 1 OF 1 COAST GEOTECHNICAL Figure LOG OF EXPLORATORY BORING NO. 2 DRILL RIG: TRUCK-MOUNTED HOLLOW-STEM AUGER PROJECT NO. P686218 BORING DIAMETER: 8.0" DATE DRILLED: 03-16-18 SURFACE ELEV.: 43.3' (Approximate) LOGGED BY: AG 1-. U) z ° U) ('I U) z Z z - - 0 '-2 , I-. U) U, GEOLOGIC DESCRIPTION 43.3 - - 0.00 SM i... SP SOIL(Qs): Reddish Dk. Brn. fine grained sand, silty, organics PARALIC DEPOSITS (Qop): Reddish bm., fine and med.-grained saw 126.4 8.5 38.3 SPT 27.8 22 j -5.00 Light red fine and coarsc-graincd sand, slightly moist pebbles 104.2 6.5 33.3 White to gray-light orange fine and coarse-grained sand SPT 12.8 Gravel-Pebble layer Sample Distrub SPT 11.6 43 150 106.6 SPT 6.7 24.4 50 23.3 SC SANTIAGO FORMATION (Tsa): Gray-Pale Green clayey sandstone - 20. Fine and coarse-grained clayey sandstone is dense ro very dens 18.3 SPT - 50 ] 25. - End of Boring @ 30'. No Groundwater Some caving due to auger removal - Backfihled with hydrated bentonite - 13.3 SPT 24.4 50 30. SHEET 1 OF 1 COAST GEOTECHNICAL Figure 5 Appendix G FEMA FIRM Panel WE Page Left Intentionally Blank WE National Flood Hazard Layer FiRMette *FEMA Legend V 1010V05"N SEE FIS REPORTFOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT Without Base Flood Elevation (BFE) SPECIAL FLOOD With BFE or Depth Zone RE, AO, AR, VE. AR HAZARD AREAS Regulatory Floodway V V 0.2% Annual Chance Flood Hazard, Areas N • '- 5 '5- -. ofl% annual chance flood with average low - -. .- . ' depth less than one foot or with drainage - . . areas of less than one square mile Zone X S - S S ' ?- _V• _______ Future Conditions 1% Annual - ' Chance Flood Hazard zone V • - Area with Reduced flood Risk due to %- - HER AREAS OF Levee. See Notes. Zone X c7, LOOD HAZARD P',' Area with Flood Risk due to Leveezono 0 *VV - o scREENI Area of Minimal Flood Hazard Zone X I I Effective LOMRs S S V OOr V5 V .1 4 * '9 OTHER AREAS Area of Undetermined Flood Hazard ZoneD V V V * GENERAL - — - - Channel, Culvert, or Storm Sewer STRUCTURES 'liii'' Levee, Dike, or Floodwall V - .. •VS5 Cross Sections with 1% Annual Chance . ' o .PW . 4 V _.iZ. Water Surface Elevation ®—--CoastalTransect I I V _,.Base Flood Elevation Line (BFE) V -A Limit of Study V V - S S. V CSV ---- Jurisdiction Boundary so -- . V V5 • (T°I - S VS V ••' - . . ' --- Coastal Transect Baseline R D, OTHER - — Profile Baseline I - FEATURES Hydrographic Feature 40 V-Yr_S___I• Digital Data Available N El No Digital Data Available MAP PANELS L Unmapped r° S i - I The pin displayed on the map s an approximate Ri -n - , point selected by the user and does not represent . anauthontative property location. Ilk t V i' _, S V - This map complies with FEMAs standards for the use of V • \ ( - digital flood maps ifitis not void as described below. V - . .c ,;°- 'sj- The basemap shown complies with FEMA's basemap acc uracy standards A . . •S V '- The flood hazard information is derived directly from the it V. * ' - 4 - ,•S - authoritative NFHL web services provided by FEMA. This map S T . - 4iV • V %J was exported on 4/7/2020 at 7:43:21 AM and does not * t •0 . .' ? reflect changes or amendments subsequent to this date and - -S . • I . , a time. The NFHL and effective information may change or - aV • S S n- .-' , become superseded by new data overtime. -' , 5 V• 'S S !' ir 0 This map Image is void lf the one or more of the following map V V V-S VS •% V • - \•V - V elements do not appear basemap imagery, flood zone labels, I legend scale bar, map creation date community identifiers I 1 Ft V C _.. V V V V_ FIRM panel number, and FIRM effective date. Map images for - — Feet 1:6,000 -93"N unmapped and unmodernized areas cannot be used for 0 250 500 1,000 1,500 2,000 regulatory purposes.