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CT 14-05; MAGNOLIA TOWNHOMES; HYDROLOGY STUDY; DWG 490-4A,PUD 14-08, CDP 14-27; 2016-05-17
HYDROLOGY STUDY For MAGNOLIA WALK PROJECT NO. CT 14-05 PUD 14-08 CDP 14-27 Prepared By: OMS CONSULTANTS, INC. SURENDER DEWAN, P.E. 12371 LEWIS STREET, SUITE 203 GARDEN GROVE, CA 92840 714.740.8840 Surender@DMSConsultantslnc.com Prepared For: DS PRODUCTS, INC. 24 AMBERLEAF IRVINE, CA 92614 May 17, 2016 AUG O 1 2016 Site Description Purpose Methodology Rainfall Soil Land Use Conclusion Existing Drainage Pattern TABLE OF CONTENTS Hydrology Calculations -Existing Conditions Hydrology Calculations -Proposed Conditions Hydrology Maps Parkway Culvert Capacity Calculations Drain Inlet Capacity Calculations Technical Memorandum 2 2 2 2 3 3 3 5 6 7 8 9 10 11 llPage Site Description MAGNOLIA WALK CARLSBAD The proposed project is located in the City of Carlsbad on the east side of Magnolia Avenue, at 763 and 749 Magnolia Avenue on a 0.682 acre site. The proposed project is a 16-unit airspace condominium project. The site presently drains southerly from Magnolia Avenue to existing single family homes and then ultimately onto Anchor Way. Attached is an exhibit which indicates the existing drainage patterns. Under proposed conditions, the site will drain southerly to a sump pump located along the southerly property line. Runoff from this sump pump will be diverted to Magnolia Avenue via force main. The runoff from this force main will inlet into a rectangular box so as to spill into a larger surface area. Magnolia Avenue has the capacity to handle this minimal additional run-off of 1.79 cfs. Purpose The purpose of this study is to determine the total runoff generated for a storm of one hundred (100) year frequency for both existing and proposed conditions. The proposed runoff from the site drains to sump pumps located along the southerly project line. The runoff from the sump pumps drain to Magnolia Avenue via a 12" force main and a curb outlet fitted with a splash wall to dissipate runoff. Methodology The hydrology calculations have been prepared using the AES Program based on the San Diego County Manual. The attached hydraulic calculations indicate that the I Figure 1100 Vear 6 hr lsopluvials parkway culvert located on Magnolia Avenue has the capacity to handle the ultimate run-off of 2.13 cfs out letting from force main to parkway culvert. To dissipate the velocity of discharge, parkway culvert will be fitted with a splash wall. Rainfall The 100 year 6 hour rainfall depth was taken from the San Diego County Hydrology Manual isopluvial maps. Figure 1 is an enlarged copy of the applicable section of the map. 21Page The soil type for the areas of the proposed tract is listed as "B" in the Manual Appendix A. Runoff coefficients for the pre and post project condition were taken from Table 3-1 of the Hydrology Manual (see attached Table 3-1). San Diego Collilty Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil T e N'RCS Elements County Elements %IMPER A B Gllcli,rnr1ml Natural Tenain (Natural) Permanent Open Space o• 0.20 0.25 Low Den,ity Residential (LDR) Residential 1.0 DU/A or le•, 10 027 0.3:?: Low Density Residential (LDR) Re,idential 2.0 DUI A or less 20 034 038 Low Density Residential (LDR) Resi<lentillL 2.9 DU/A or less 25 0.38 0.41 Medium D,msity Residential (MDR) Re,identillt 43 DUI A or lea< 30 OA! 045 Medium D,m,ity Resi<lenti,11 (MDR) Residential, 7.3 DUi A or less 40 0.48 OSI Medium Density Residenti.11 (MOit) Re,ide11ti.1l l0.9 DU/A or less 45 052 054 Medium Density Residential (MDR) Residentfal, 14.5 DU/A orless 50 055 0.58 High Dfn,ity Residential (HDR) Residential. 24. 0 DUI A or less 65 0.66 ..J!.§!___ High Density Residt'nlia! (HDR) Resi<irotial. 43. 0 Dli/A or less 80 0.76 0.77 Commercial/Ind11sirial (N. Cora) Neighborhood Commercial 80 0.76 0.77 Commetdalllndnsirial (G. Com) Genetal Commercial 85 0.80 0.80 Commerciallfad11siria! (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commerrial/!ndu,tria! (Lilllited I) Limited Industrial 90 0.83 0.34 Commercial/Industrial (General I.) General Indusirfal 95 0.87 0.87 C 0.30 0.36 0.42 0.45 0.48 0.54 057 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 OA! OA6 0.49 0.52 057 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The values a~sociated with 0% impenrious may be used for direct calculation of the rnnoff coefficient as described in Section 3.1.2 (representing the perriom; rnnoff coefficient, Cp. for the soil type). or for areas that will remain undisturbed in pe,petnity. Justification must be given that the area will remain natural forever (e.g., the area i& located in Cleveland National Forest). DGIA = dwelling units per acre 1'i'RCS = Nation.at Re~ou.rces Conservation Service Land Use The entire watershed was taken as 24 dwelling units/acre for proposed conditions and 4 units/acre for existing conditions. Conclusion Under existing conditions the runoff from the site flows southerly to existing single family homes and then ultimately onto Anchor Way. Under proposed conditions the site runoff will drain to sump pumps located along the southerly property line. The runoff from sump pumps will be diverted to Magnolia Avenue via a force main. The attached technical memorandum in this report indicates that in the event of a 100 year storm the finished floors of the units will be protected against 100 year flood. 3IPage In addition as secondary drainage, the project will omit blocks every ten (10) feet along the retaining wall on southerly property line. This follows the existing drainage pattern. The following table summarizes the pre and post discharge runoff from the site. Existing Conditions Proposed Conditions Area Runoff Area Runoff (acres) (Q -100 Year) (acres) (Q -100 Year) Al+A2=0.17 0.34 cfs Al + A2 + A3 = 0.09 0.40 cfs Drains to Magnolia Avenue Drains to baffle box "A" Bl+ B2 = 0.53 1.39 cfs Bl+ B2 = 0.09 0.40 cfs Drains southerly via existing Drains to baffle box "B" homes on Anchor Way Cl+ C2 = 0.30 0.79 cfs Drains to inlet at node 302 Dl + D2 = 0.15 0.44 cfs Drains to inlet at node 104 Total runoff to sump pump via 2.13 cfs 12" storm drain from entire project site Under existing conditions 0.34 cfs flows to Magnolia Avenue, under proposed conditions 2.13 cfs will flow to Magnolia Avenue via a force main from sump pump, an increase ofl.79 cfs. Calculations below show that Magnolia Avenue fronting the property has a capacity of 33.93 cfs from right-of-way to right-of-way. An addition of 1.79 cfs will have an insignificant effect to the capacity of Magnolia Avenue (see sketch on following page). Magnolia Avenue Street Capacity Calculations To determine capacity for Magnolia Avenue we use Manning's formula: Q= 1.486 x AX (R)213 X (5)112 n Where: Q = Flow (cfs) n = Manning's coefficient= 0.013 A= Cross section area of street R = Hydraulic radius s = Longitudinal slope of street= 0.005 R = 8. where, A= Cross section area of street= 12.47 sq.ft. P P = wetted perimeter= 61.03 R = 12.47 = 0.20 feet 61.03 Q capacity= 1.486 x 12.47 x (0.20)213 x (0.005)112 = 33.93 cfs 0.013 41Page Existing Drainage Pattern SI Page Hydrology Calculations Existing Conditions 6IPage *********************************** **************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COWNTY FLOOD CONTROL DISTRICT 2003,1985,i981 HYDROLOGY MANUAL (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1570 Analysis prepared by: OMS Cons~ltants, Inc FILE NAME: MAGEXIST.DAT TIME/DATE OF STUDY: 13:36 05/17/2016 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) ~ 100.00 6-HOUR DURATION PRECIPITATION (IN8HES) = 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"-VA1UES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOO PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR:COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ------------·----====== 30.0 20.0 0.018/0.018/Q.020 0. 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 tEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY G!EATER THAN OR EQUAL TO THE UPSTREAM TRIBUTA!Y PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 'l'O NODE 101.00 IS CODE= 21 -----------------------------------~---------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAaEA ANALYSIS<<<<< ===================================*======================================== USER-SPECIFIED RUNOFF COEFFICIENT!= .4500 I S.C.S. CURVE NUMBER (AMC II) = 74 INITIAL SUBAREA FLOW-LENGTH(FEET) ;= 50.00 UPSTREAM ELEVATION(FEET) = 61135 DOWNSTREAM ELEVATION(FEET) = ~1.00 ELEVATION DIFFERENCE(FEET) = 0.35 SUBAREA OVERLAND TIME OF FLOW(MINJ) = 9.318 100 YEAR RAINFALL INTENSITY(INCH~HOUR) 4.409 SUBAREA RUNOFF(CFS) 0.06 I TOTAL AREA(ACRES) = 0.03 TOTAL RUNOFF(CFS) 0.06 **************************************************************************** --~~~~-~~~=~~~-~~~~-~~~~----=~=~~~-1~-~~~~----=~~~~~-=~-=~~~-=--~=---------->>>>>ADDITION OF SUBAREA TO MAINL NE PEAK FLOW<<<<< = ~-========-=====================1===================================----- ~00 YEAR RAINFALL INTENSITY(INCHlHOUR) = 4.409 USER-SPECIFIED RUNOFF COEFFICIENT= .4500 S.C.S. CURVE NUMBER (AMC II) = 7 AREA-AVERAGE RUNOFF COEFFICIENT= 0.4500 SUBAREA AREA(ACRES) = 0.14 S BAREA RUNOFF(CFS) 0.28 TOTAL AREA(ACRES) 0.17 T~TAL RUNOFF(CFS) 0.34 ! TC(MIN.) = 9.32 **************************************************************************** FLOW PROCESS FROM NODE 100.00 ro NODE 201.00 IS CODE= 21 -----------------------------------±---------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAfEA ANALYSIS<<<<< -----=------=----===--====--==== -======================================= JSER-SPECIFIED RUNOFF COEFFICIENT .4500 S.C.S. CURVE NUMBER (AMC II) = 7 INITIAL SUBAREA FLOW-LENGTH(FEET) UPSTREAM ELEVATION(FEET) = 61 DOWNSTREAM ELEVATION(FEET) = ELEVATION DIFFERENCE(FEET) = SUBAREA OVERLAND TIME OF FLOW(MIN 100 YEAR RAINFALL INTENSITY(INCH SUBAREA RUNOFF(CFS) 0.13 30 0.00 1.30 ) = HOUR) 50.00 6.017 5.846 TOTAL AREA(ACRES) = 0.05 T TAL RUNOFF(CFS) 0.13 *********************************** **************************************** FLOW PROCESS FROM NODE 201.00 0 NODE 202.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINL NE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH USER-SPECIFIED RUNOFF COEFFICIENT S.C.S. CURVE NUMBER (AMC II) = 7 AREA-AVERAGE RUNOFF COEFFICIENT HOUR) = = .4500 0.4500 5.846 SUBAREA AREA(ACRES) 0.48 TOTAL AREA(ACRES) = 0.53 S BAREA RUNOFF(CFS) T TAL RUNOFF(CFS) = TC(MIN.) = 6.02 1.26 1.39 ==----===-========================= ---====---====-=====-=================== END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 0.53 TC(MIN.) = 1.39 6.02 =================================== ======================================== :=============================== -----==------=----==----===---====-===== ~ND OF RATIONAL METHOD ANALYSIS Hydrology Calculations Proposed Conditions 71Page **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 2.0 Release Date: 06/01/2005 License ID 1570 Analysis prepared by: DMS Consultants, Inc. FILE NAME: MAGNOLIA.DAT TIME/DATE OF STUDY: 10:38 05/17/2016 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) = 6.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS FOR ALL DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) 0.85 MODEL* MANNING FACTOR (n) 30.0 20.0 0.018/0.018/0.020 0. 67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth= 0.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21 >>>>>RATIONAL METHOD INI.TIAL SUBAREA ANALYSIS<<<<< RESIDENTAIL (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) = 59.00 DOWNSTREAM ELEVATION(FEET) = 58.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.344 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) 0.09 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.09 **************************************************************************** T,OW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 31 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< --------------==---====-==================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 JIL CLASSIFICATION IS "B" 0.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT= 0.6700 SUBAREA AREA(ACRES) 0.04 SUBAREA RUNOFF(CFS) 0.18 TOTAL AREA(ACRES) 0.06 TOTAL RUNOFF(CFS) = 0.26 TC(MIN.) = 4.34 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) 0.03 TOTAL AREA(ACRES) 0.09 TC(MIN.) = 4.34 85 = 0.6700 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = .6700 0.13 0.40 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 55.86 DOWNSTREAM(FEET) 55.07 ,OW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 ~iPTH OF FLOW IN 6.0 INCH PIPE IS 3.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 3.77 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.40 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 4.52 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 90.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) 4.52 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.40 1 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTAIL (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 ~STREAM ELEVATION(FEET) = 58.70 JWNSTREAM ELEVATION(FEET) = 58.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.892 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.09 TOTAL AREA(ACRES) = 0.02 TOTAL RUNOFF(CFS) = 0.09 **************************************************************************** FLOW PROCESS FROM NODE 201. 00 TO NODE 202.00 IS CODE= 31 ** WARNING: Computed Flowrate is less than 0.1 cfs, Routing Algorithm is UNAVAILABLE. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE= 81 >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = AREA-AVERAGE RUNOFF COEFFICIENT SUBAREA AREA(ACRES) 0.07 TOTAL AREA(ACRES) 0.09 TC(MIN.) = 4.89 85 = 0.6700 SUBAREA RUNOFF(CFS) TOTAL RUNOFF(CFS) = .6700 0.31 0.40 **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 103.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 56.16 DOWNSTREAM(FEET) 55.07 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 2.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 5.03 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 0.40 ·pE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 4.98 _JNGEST FLOWPATH FROM NODE 200.00 TO NODE 103.00 75.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) 4.98 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.40 1 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================-===---=---=--== RESIDENTAIL (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) = UPSTREAM ELEVATION(FEET) = 58.27 DOWNSTREAM ELEVATION(FEET) = 58.00 ELEVATION DIFFERENCE(FEET) = 0.27 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) -1BAREA RUNOFF (CFS) 0. 26 50.00 6. 721 5.443 rAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) 0.26 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< -----------------------===---=======-======================================= UPSTREAM ELEVATION(FEET) 58.00 DOWNSTREAM ELEVATION(FEET) 57.81 STREET LENGTH(FEET) = 43.00 CURB HEIGHT(INCHES) 6.0 STREET HALFWIDTH(FEET) = 12.50 ISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 7.50 ~NSIDE STREET CROSSFALL(DECIMAL) 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow 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) 0.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.49 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.21 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.31 STREET FLOW TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) 7.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.154 RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT 0.670 SUBAREA AREA(ACRES) 0.23 SUBAREA RUNOFF(CFS) = 0.79 TOTAL AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) 1.04 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) 8.08 FLOW VELOCITY(FEET/SEC.) = 1.34 DEPTH*VELOCITY(FT*FT/SEC.) 0.39 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 93.00 FEET. ~************************************************************************ ~LOW PROCESS FROM NODE 302.00 TO NODE 103.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 54.85 DOWNSTREAM(FEET) 54.57 FLOW LENGTH(FEET) = 57.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 9.0 INCH PIPE IS 7.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.76 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.04 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 7.66 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 103.00 150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 7.66 RAINFALL INTENSITY(INCH/HR) = 5.00 TOTAL STREAM AREA(ACRES) = 0.30 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.04 ** CONFLUENCE DATA** .,.,REAM RUNOFF JMBER (CFS) 1 0.40 2 0.40 3 1. 04 Tc (MIN.) 4.52 4.98 7.66 INTENSITY (INCH/HOUR) 6.587 6.587 5.004 AREA (ACRE) 0.09 0.09 0.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO 1 CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE STREAM RUNOFF NUMBER (CFS) 1 1. 37 2 1. 47 3 1. 64 TABLE ** Tc INTENSITY (MIN.) (INCH/HOUR) 4.52 6.587 4.98 6.587 7.66 5.004 ESTIMATES ARE AS FOLLOWS: 1.64 Tc(MIN.) = 0.48 7.66 COMPUTED CONFLUENCE PEAK FLOW RATE(CFS) TOTAL AREA(ACRES) = LONGEST FLOWPATH FROM NODE 300.00 TO NODE 103.00 150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRO SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 54.57 DOWNSTREAM(FEET) 54.25 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) 3.23 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 1.64 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 7.98 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 104.00 213.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE= >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< TOTAL NUMBER OF STREAMS= 2 )NFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: ~lME OF CONCENTRATION(MIN.) 7.98 RAINFALL INTENSITY(INCH/HR) = 4.87 TOTAL STREAM AREA(ACRES) = 0.48 PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.64 1 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE= 21 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< RESIDENTAIL (24. DU/AC OR LESS) RUNOFF SOIL CLASSIFICATION IS "B" COEFFICIENT= .6700 S.C.S. CURVE NUMBER (AMC II) = 85 INITIAL SUBAREA FLOW-LENGTH(FEET) = UPSTREAM ELEVATION(FEET) = 58.25 DOWNSTREAM ELEVATION(FEET) = 57.25 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 100 YEAR RAINFALL INTENSITY(INCH/HOUR) NOTE: RAINFALL INTENSITY IS BASED ON Tc SUBAREA RUNOFF(CFS) 0.22 50.00 4.344 6.587 = 5-MINUTE. TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 104.00 IS CODE= 61 >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STANDARD CURB SECTION USED)<<<<< ··=======================================-=====--------------------------- .STREAM ELEVATION(FEET) STREET LENGTH(FEET) = STREET HALFWIDTH(FEET) 57.25 DOWNSTREAM ELEVATION(FEET) 23.00 CURB HEIGHT(INCHES) = 6.0 12.50 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 7.50 INSIDE STREET CROSSFALL(DECIMAL) 0.020 57.00 OUTSIDE STREET CROSSFALL(DECIMAL) 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1 STREET PARKWAY CROSSFALL(DECIMAL) 0.020 Manning's FRICTION FACTOR for Streetflow 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) 0.44 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.20 HALFSTREET FLOOD WIDTH(FEET) = 3.82 AVERAGE FLOW VELOCITY(FEET/SEC.) 1.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.34 STREET FLOW TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) 4.57 100 YEAR RAINFALL INTENSITY(INCH/HOUR) 6.587 NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE. RESIDENTAIL (24. DU/AC OR LESS) RUNOFF COEFFICIENT= .6700 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 85 AREA-AVERAGE RUNOFF COEFFICIENT 0.670 SUBAREA AREA(ACRES) 0.10 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) 0.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.23 HALFSTREET FLOOD WIDTH(FEET) 5.09 FLOW VELOCITY(FEET/SEC.) = 1.76 DEPTH*VELOCITY(FT*FT/SEC.) 0.40 LONGEST FLOWPATH FROM NODE 400.00 TO NODE 104.00 = 73.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE= 1 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< TOTAL NUMBER OF STREAMS= 2 1NFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: ~IME OF CONCENTRATION (MIN.) 4. 57 RAINFALL INTENSITY(INCH/HR) = 6.59 TOTAL STREAM AREA(ACRES) = 0.15 PEAK FLOW RATE(CFS) AT CONFLUENCE= 0.66 ** CONFLUENCE DATA** STREAM RUNOFF NUMBER (CFS) 1 1. 37 1 1. 47 1 1.64 2 0.66 RAINFALL INTENSITY Tc (MIN.) 4.86 5.31 7.98 4.57 AND TIME CONFLUENCE FORMULA USED FOR ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.07 4.57 2 2.03 4.86 3 2.10 5.31 4 2.13 7.98 OF 2 INTENSITY (INCH/HOUR) 6.587 6.337 4.871 6.587 CONCENTRATION STREAMS. INTENSITY ( INCH/HOUR) 6.587 6.587 6.337 4.871 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) 2.13 Tc(MIN.) = TOTAL AREA(ACRES) = 0.63 LONGEST FLOWPATH FROM NODE 300.00 TO NODE AREA (ACRE) 0.48 0.48 0.48 0.15 RATIO 7.98 104.00 213.00 FEET. '************************************************************************ FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE= 31 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ELEVATION DATA: UPSTREAM(FEET) = 54.25 DOWNSTREAM(FEET) 53.80 FLOW LENGTH(FEET) = 42.00 MANNING'S N 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.57 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1 PIPE-FLOW(CFS) = 2.13 IPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.14 ~ONGEST FLOWPATH FROM NODE 300.00 TO NODE 105.00 255.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) 0.63 TC(MIN.) = 8.14 PEAK FLOW RATE(CFS) 2.13 *** PEAK FLOW RATE TABLE*** Q(CFS) Tc(MIN.) 1 2.07 4.73 2 2.03 5.02 3 2.10 5.46 4 2.13 8.14 END OF RATIONAL METHOD ANALYSIS Hydrology Maps 8IPage Parkway Culvert Capacity Calculations The total runoff from the site via force main to Magnolia Avenue is 1.79 cfs. The attached calculations using the AES program indicate that the proposed parkway drain on Magnolia Avenue has the capacity to handle this runoff. 9IPage **************************************************************************** HYDRAULIC ELEMENTS -I PROGRAM PACKAGE (C) Copyright 1982-2005 Advanced Engineering Software (aes) Ver. 10.2 Release Date: 01/01/2005 License ID 1570 Analysis prepared by: OMS Consultants, Inc. TIME/DATE OF STUDY: 07:47 05/19/2016 -----=---==-================================================================= Problem Descriptions: Parkway Culvert@ Magnolia Avenue **************************************************************************** >>>>CHANNEL INPUT INFORMATION<<<< NORMAL DEPTH(FEET) = 0.33 CHANNEL Zl(HORIZONTA.L/VERTICAL) = Z2(HORIZONTA.L/VERTICAL) = BASEWIDTH(FEET) = 5.00 CONSTANT CHANNEL SLOPE(FEET/FEET) MANNINGS FRICTION FA.CTOR = 0. 0130 NORMAL-DEPTH FLOW INFORMATION: >>>>> NORMAL DEPTH FLOW(CFS) FLOW TOP-WIDTH(FEET) = 5.00 FLOW AREA(SQUARE FEET) = HYDRAULIC DEPTH(FEET) = 0.33 FLOW AVERAGE VELOCITY(FEET/SEC.) UNIFORM FROUDE NUMBER= 1.542 PRESSURE+ MOMENTUM(POUNDS) = AVERAGED VELOCITY HEAD(FEET) = SPECIFIC ENERGY(FEET) = 0.722 CRITICAL-DEPTH FLOW INFORMATION: 0.00 0.00 0.010000 8.29 1. 65 5.03 97.75 0.392 CRITICAL FLOW TOP-WIDTH(FEET) = 5.00 CRITICAL FLOW AREA(SQUARE FEET) = 2.20 CRITICAL FLOW HYDRAULIC DEPTH(FEET) 0.44 CRITICAL FLOW AVERAGE VELOCITY(FEET/SEC.) 3.77 CRITICAL DEPTH(FEET) = 0.44 CRITICAL FLOW PRESSURE+ MOMENTUM(POUNDS) 90.77 AVERAGED CRITICAL FLOW VELOCITY HEAD(FEET) = 0.221 CRITICAL FLOW SPECIFIC ENERGY(FEET) = 0.661 Drain Inlet Capacity Calculations The total runoff to the drain inlets located in main driveway for area identified as Area C2 on the hydrology map is 0.79 cfs and area identified as Area D2 is 0.44 cfs. The calculations below show that the inlet specified (D-29) for the project has the capacity to handle this runoff. 0100 = 0.79 cfs Grate Length = 3.33 Feet Grate Width= 1.968 inch Perimeter= L = 10.60 ft Assume 50% plugging 5.30 ft Weir Equation Q = 2.67L *H"1.50 Depth= 0.50 ft Capacity= 5.02 cfs > 0.79 cfs OK The pavers used in this project are laid at a flat slope of 0.50% and contain small voids that allow run-off to pass through the open graded gravel base, overflow then drains to drain inlets. 10 I Page Technical Memorandum for Determining Post-Development Flooding Levels if Pump System Fails During the Occurrence of the 24 Hour-100 Year Storm Event 11 I Page TECHNICAL MEMORANDUM: Determination of Post-Development Flooding Levels if Pump System Fails during the Occurrence of the 24 hr -100 year Storm Event Magnolia Townhomes, Carlsbad, CA CT 14-05 Prepared for: DMS Consultants, Inc. October 12, 2015. Reviewed: January 11, 2016. Prepared by: Luis Para, PhD, CPSWQ, ToR, D.WRE. R.C.E. 66377 Dr. Luis Parra, PE. Civil Engineer 35679 Capri Dr, Winchester, CA, 92596. 951-775-6474 Technical Memo: Detetmination of Post-Development Flooding Levels if Pump System Fails <luting Occurrence of the 24 hr -100 yr Storm Event TO: Surender Dewan, DMS Consultants, Inc. FROM: Luis Parra, PhD, PE, CPSWQ, ToR, D.WRE. DATE: October 12, 2015. Reviewed: January 11, 2016. RE: Technical Memorandum for Flooding Determination. Magnolia Townhomes, Carlsbad, CA. INTRODUCTION The purpose of this study is to demonstrate that the pavers designed together with (a) allowable ponding in the private street and (b) the infiltration capacity of the existing soils for the Magnolia Townhomes Project in Carlsbad, CA, provide enough capacity to handle the occurrence of the 24 hour -100 yeart storm event without flooding the finish floor elevation of any of the properties proposed in the project, even if the pump system provided for drainage failed during the occurrence of the storm. This study is to satisfy safety conditions during a typical 100 year extreme event, per requirements of the City of Carlsbad. ASSUMPTIONS IN RELATION TO THE SPECIFIC PROBLEM The following are the assumptions made for the calculations associated with the flooding analysis: 1) Pumping capacity of the system is not accounted for; in other words, pump system is supposed to fail and is not included in the model. 2) Infiltration capacity of the soils beneath the porous pavers is taken into account, in accordance to the Geotechnical Report recommended value (See Appendix 4), divided by a Safety Factor of 3, to account for potential saturation of the soils, and potential clogging / infiltration reduction as a consequence of compaction. SF = 3 is a standard practice for infiltration basins and is applied here for the permeable soil underlying the pavers. 3) Void capacity of the gravel under the pavers is included and gravel is assumed dry at the beginning of the storm. As a matter of fact, gravel depth in the upstream paver area is increased by 1.50 ft to insure that no water from upstream spills downstream. 4) The upstream system contains its drainage volume without discharging any volume to the downstream system (hence, the necessity to increase the gravel layer thickness). See Appendix 1 for plan view of the project. 5) As a consequence of 4), upstream and downstream calculations are made independently. 6) In terms of precipitation totals, NOAA tables will be used (See next section). As NOAA does not recommend any distribution, the San Diego County Hydrology Manual Precipitation Distribution will be followed. 7) The C coefficient as defined by the San Diego County Hydrology Manual will be used. In this case, C= 0.25 · (1-ai) + 0.90· ai, where ai is the fraction impervious (notlandscape or permeable pavers), and Magnolia Flooding Analysis under 100 yr -24 hr October 12, 2015. Reveiwed: January 11, 2016. the value 0.25 corresponds to soils Type B existing in the area, per the USDA Soil Map included in Appendix 3. 8) The ponding capacity of the small landscaped areas (patios) of each apartment is neglected, so results are conservative. PRECIPITATION AMOUNT AND DISTRIBUTION It is the professional and expert opinion of the author of this study that the intensity distribution recommended by the County of San Diego Hydrology Manual is updated and too conservative, and can be superseded for the more accurate NOAA data. In other words, the intensity distribution per the manual suggests short duration precipitation values that do not correspond with the precipitation records as analyzed by NOAA in 2014. Therefore, precipitation values per NOAA will be used. However, as NOAA does not suggest any precipitation distributipn but only shows precipitation values for different durations, the distribution of the rainfall will follow the recommendations of the San Diego County Hydrology Manual. The precipitation values are shown in Appendix 2. The precipitation totals are interpolated following a straight line in logarithmic scale from the values given by NOAA for all intermediate durations. A time interval of 5 minutes is used for precision. Precipitation values for durations of 5 min, 10 min, 15 min, 30 min, 1 hour, 2 hr, 3 hr, 6 hr, 12 hr and 24 hr are given by NOAA. MODEL AND RESULTS Precipitation increments are obtained every 5 min, and peak flows Q (cfs) are determined using Rational Method as Q = 121/120·C·I·A, where C was already defined, I is the rainfall intensity (in/hr) and A is the contributing area to each permeable paver facility (acres). Infiltration capacity Qf (cfs) is defined as Qf = f-Ap/(43,200·SF) where f is the infiltration capacity (8.2 in/hr), SF is the safety factor (3), Ap is the area of the pavers (ft2) and 43,200 represents the conversion of in- ft/hr into cfs. The difference between inflow and infiltration capacity multiplied by the time interval At (seconds) represents the volume accumulated per time interval in the system, once the infiltration is excluded. It should be noticed that at the beginning of the routing process infiltration is larger than inflow, and as it physically impossible to have more infiltration than incoming flow, infiltration is equal to the flow. Later on, inflow is larger than infiltration, and volume starts accumulating in the facilities. At the end, inflow is again smaller than infiltration, but this time full infiltration can occur because there is volume accumulated in the surface and the voids of the gravel. The results of the model (shown in detail in Appendix 5) suggest the following: a) For the upstream system, the maximum water elevation is 58.09 ft, below any of the garages, and below the saddle elevation of 58.25 ft, at which excess of flow will drain downstream. Therefore, the assumption of the systems working independently holds true. b) For the downstream system, the maximum water elevation is 57.39 ft, slightly below the elevation of the garages surrounding the pavers. 2 Magnolia Flooding Analysis under 100 yr -24 hr October 12, 2015. Reveiwed: January 11, 2016. CONCLUSION The pavers plus the infiltration capa<i:ity of the soil (with an included Safety Factor of 3) have enough capacity to detail the 24 hour -100 year ~torm event without flooding the finish floor elevation of any of the apartments in the project, even if putnp failure is assumed. APPENDIX LIST Appendix 1: Appendix 2: Appendix 3: Appendix 4: Appendix 5: Post-Development Map of Project NOAA Precipitation USDA Soil Types Geotechnical Report for Infiltration Capacity Results of the Model in Excel: Data and Detail Routing 3 APPENDIX 1: POST-DEVELOPMENT MAP OF PROJECT I I ·~ / I I I I I ~·f LEGEND (A"\ AREA OISCRIPTION ~ AR[AINACRES i8D NODE NUMBER cfs Q=026cfs ,oo O•TC INITIAt. OIHER""""°""- Q =2.07 cfs ,00 APPENDIX 2: NOAA PRECIPITATION IU'lL/LUl:> ' OORR ' NOAA's National Weather Service ., Hydrometeorological Design Studies :ce Precipitation Frequency Data Server (PFD~) PF'"'l: Contiguous US Sf!;1rch • rlVJf 11.IINOAf, Go r_~, ""r.11 Info NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CA : Pro1•'CI flr,1c1p1t.1t1on Fr•··1w ncy (PF1 PF In GIS Format PF Maps Temporal Oistr. Time Sorlos Data PFOS Perform. I ,f•~ Ill Prol>nhlf' M;:1;u murn "r<•c11111a110 11 (PMP) •1•1 nt i',11 ,cr:,llnn~ou:, t: n ,,-,, I' I I 'l. ,,.,1,F•n rrJnt.1ct U:. u~1~g2v..~ DATA DESCRIPTION Data type: I e_redeltallon ~ae!h _ ~-1 Units: l~gll_~-~ ! Time series type: ~rt_l_al ::ciu_~llon ; SELECT LOCATION 1. Manually: a) Enter location (decimal degrees, use •.• for 5 and W): latitude: longitude: submit b) Select at11tlon (click here for a Ust of stations uud lnfnquency analysts for CA): I select station 2. Use map: Go gle @II Oceanside 't:I ~ v ~ i ·,..;,;,i ~-~_-.' J f ,~, !:>'*"' ~ J r::I '>-'1 ~ ,_ .. t \'?, .... 4" i, • 1q ETCorDzori . r p,,'* ,_ ·, -Oc -.~'". j f ~ t ( r ./ ,an.lOc lll;d Ocr.tt",1ttc e\'id ~. ~ .. < ~ ,-:-" I ,-. ~ I •l " .. :; \ ~ .., v (~ ( ,(J. ,;-, -:. ~.,-_ , 'J{. • ,,. r. , 1 ..:;-•I I, ,\f'Oj 1:03 >\JI ./ , 1 ''f:illl \/ J~ ,.,. il1J ~~ _...: • • • :'ii'· ~, -,-.- \ I -,~ ~\ f J~ . ;"'._.. \ } ~ TRI-CJT• '-. ,,. • l' • ,_ ~ -' /'b - ~,' .J "' ~( -·. ',j r >.'i I , l Ii "" '·• ( ' , . 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',._ • I 't?' • "· " "'-~~· - •t .... / ----.... , S'21 ···-.. vi> ) j e,.,:f'1;p • Report a rnap e,rar '1L,i-.rtU:,&d i 1 km http://hdsc.nws.noaa.gov/hdsc/pfds/pfds _map_ cont.html?bkmrk=ca .,, a) Select location (move crosshair or double elicit) b) Cilek on station Icon show staUons on map) LOCATION INFORMATION: N•m•: Carlsbad, Calllomla, us· LatHude: 33.1509' longitude: -117 .3392" Elevation: 57 ft" • source: Google Maps wv.,,-.nws.noaa.gov ... •\&'.•,~ . .. • .. . .. ~ .. ..... ,~' • 1/3 lut 1£JL;IJJ:;) PF tabular pr-'lS: Contiguous US POINT PRECIPITATION Ft~-aUENCY (PF} ESTIMATES WITH 90% CONFIDENCE INTERVALS ANO SUPPLEMENTARY INFORMATION NOAA Alla& 14, Volume 6, Version 2 FF ~·,:_1r:1w ,:r ~ PJintPage PDS-based precipitation frequency estimates with 90% confidence intervars (in inches}1 B l Average recur.ranee rnterval. (years) I n I 1 II z II s Ii 10 tr 2s II so u 100 11 200 IJ soo 111 1000 J r:=-i 0.131 0.166 0.214 0.2S6 0.316 0.365 OA18 0.476 0.560 0.630 L.:::'._j (0.110-0.157) , (0.139-0.199) (0.180-0.256) (0.213-0.31'1) (0.253,0.399) (0.266-0.471) (0.319·0.554) (0.353-0.649} (0.397·0.796) ' (0.430·0.932) r-:::=:-i 0,1811; 0.238 0.307 0.367 , 0.453 r 0.524 0.600 0.683 0.603 0.903 L....:::::_J. (0.158•0,2.W) (0.200-0.286) (0.257·0.370) (0.305-0.446) : (0.363-0.571) (0.410·0.675) (0.458·0.794) (0.500.0.!!31)' {0.569.·1.14) {0.61M.33) r::=l 0.227 0.288 0.372 0.444 0,548 0.634 0,725 0Jl25 0..971 1.09 L.=.:_j (0,191-0,273) (0.242·0.346) I0.311·0,448} (0.369-0,540) {0.439·0.691) ' (0.4911-ll.Bp) (0,554,-0,960) (0,6'1·1.13) (0.688·1.38) (0.746-1.61) r:::::-1 0.322 0.408 0.526 0.629 0.776 [ 0.897 1,03 1'.17 1.38 1'.55 ~ (0.271-0.387) (0.342-0AOO) (0.44Hl.634) (0.522--0.764) (D.622·0.979) , (0.703-1.18) (0.784-1.36} (0.8613-1.59') (0.974·1.96) (1.06·2.29) r::::-J D.435 0.550 0.710 0.848 1.05 1.21 1.39 1.58 1.86 2.09 L...:::::J (0.366•0,522) (0.462·0.661) (0.595-0.856) (0.705-1.03) (0.1140•1,32) I (0.949-1.56) (1.06-1.83) (1.17-2.15} (1.31-2.65) (1.43·3.09) r-:-.=:-i 0.588 0.733 0.934 1.11 1.35 I 1.55 l 1.77 2.01 2.35 2.63 I ~ (0.495-0.705) (0.616-0.BB1) (0.783·1.13) (0.918•1.34) (1.mM.71) (1.22•2.00) (1.35•2.34) (1.49-2.73) (1.66·3.35) (1.79·3.89) r-:-.=:-1 0.691 0.860 1.09 1.29 1.57 1.80 2.05 2.31 2.69 3.00 \ L...::.:'._j (0.582·0.BJO) (0.723·1.03) (0.915·1.32) (1.0M.57} (1.26·1.911) (1.41·2.32) (1.56·2.71) (1.71•3.15) (1.91-3.83) (2.05·4.44) I r---:::-i 0.894 1.12 u2 1.61 2.03 2.31 2.61 2.93 3.38 3.74 I L...::.:'._j (0.752-1.07) (0.938·1.34) (1.19•1.71) (1.39·2:.03) (1.63-2.56) (1.81•2,98) (1.99•3,46) (2.17•3.99) (2,39·4.81') (2.55•5.53) I r-:::-:-1 1.13 1A3 · i 1.84 II 2.11 I 2.63 I 2.99' I 3.35 3.74 4.26 l 4.67 I ~ co.949-1.35) 11.21-1.n) (1.54·2.22) cuo.2.64J 12.11-3.32) (2.34-3.85) 12.se-4.44) 12.11-S.09J (3.02-6.cm : (3.19·6.91) r-::::-::-1 1.38 1.79 2.32 2.75 3.34 3.79 I 4.24 I 4.71 l 5.34 r 5.83 I L=._j (1.21-1.59) (1.57•2.07) (2.04-2.69) (2.40-3.22) {2.82-4.03) (3.14-4.66) : (3.43·5.34) (3.7Hl.09) (4,05·7.t6) (4.28·1!.10) r::=:-1 1.68 I 2.20 I 2.67 3.42 4.16 4.72 !i.30 5.88 6.68 7.30 ~ (1.48-1.95) (1.94-2.55) (2.52·3.33) (2.98-4.DO) (3.51-5,02) (3.91·5.82) (4.29·6.67) (4.64·7.61) (5.07·6,99) (5.36-10.1) r::=:-1 1.88 2A7 3.23 3.86 4.71 5.36 6.03 6.71 7.64 8.36 ~ 11.s6-2.1a1 12.11-2.861 12.84-3.76) (3.37-4.521 (3.98·5.69) (4.4s-a.611 (4.8s-1.601 cs.2a-8.69) 1s.19-10.3} (6.14·t1.6l I r-:-.:::-1 2.04 2.69 3.54 4..23 5 .• 17 5.90 6.64 7A1 8.46 9.27 ~ (1.80.2.37) (2.37-3.11) (3.11"4.11) (3.69-4.95) {UH.25) (4.ll!H.27) (5.38·8.37) (5.85-9'.59) {6.41-11.4) (6.80·12.9) r-:::::-1 2.37 3.14 4.16 5.00 6.15 7.05 7.96 B.92 10.2 11.2 ~ (2,09-2.74) (2.77-3.63) (3.65--4.83) (4,36-5.85) (5.20·7.42) (5.1!4•B.68) (6.45-10.0) (7.03-11.5) (7.7!i•13.8J (8.25·15.6) r.::-=:r 2.63 3.50 4.66 5.62 I 6.95 I 7.99 9.06 10.2 11.7 12.9 ~ (2.32-3.04) (3.08-4,05) (4.10·5.41) (4.90.6.58) (5.88-8.39) (ll.62·9.84) (7.33-11.4) (8.02·13.2) (8.88-15.8) (9,48-16.0) r::-:::1 3.19 4.30 5.79 7.04 a.so 10.2 11.6 13.2 15.3 11.0 ~ (2.61-3.69) (3.79-4.98) (5.09•6,72) (6.14-8.24) (7.43-10,6) (8.44-12.5) (9.42-14.7) (10.4-17.0) (11.6·20.6) (12.S..23.6) r-::::=11 3.77 I 5.10 6.91 8A4 10.6 12.3 14.2 16,1 18.8 21.0 I ~ (3.33·4.37) (4,49-5.91) (6.07·8,03) (7.36-9.88) (8.97-12.8) (10.2·15.2) (11.S..17.B) (12.7·20,8) (14.3·25.'3) (15.4·29.2) r:::=l 4.46 I 6.1>2 I 8,18 10.0 12:.7 14.8 17.1 19'.5 23.0 25.8 ' ~ (3.93-5.16) (5.30-6.97) (7.19•9.50) (8.74•11.7) (10.7-15.3) (12.3•18,2) (13.8·21.5) (15.4•25.2) (17.4•30,9) (18.9-35.8) I r::=1j 5.15 I 6.92 9.40 11.5 14.6 17.1 19.8 22.7 26.9 ' 30A I ~ (4.54-5.9'3) (6.10-8.02) (8.26·10,9) (10.M3.5) {12.4·17.6) (14.2·21.1) {16,1-25.0) (17,9-29.4) (20.4-35.3} . (22.3-42.3; 1 Precipitation frequency (PF) estimates In thls fable are based on frequency analysis of partial duration series (PDS). I I Numbers in parenthesis are PF estimates at lower and upper bounds or the 9D'l'a confidence Interval. The probabily that precipitation frequency estimates (for a given duration and average http:/lhdsc:nws.noaa.gov/hdsc/pfds/pfds _ map_ cont.html?bkmrk=ca 213 APPENDIX 3: USDA SOIL TYPES J:r 9'9"N N A Hydrologic Soil Group-San Diego County Area, California (Magnolia Project) Map5cale: 1:1,280 lp,rtfd Oil Alrdsa,pe(ll"x8.5'1 "-----~=====-----------==========Meters 15 30 60 90 ----~====~-----------==========='Feet 0 SO 100 200 300 Map proja:tx)n: Wei) Merollor Comer """°"""": IM:;564 Edge Ile;: UTM Zone 1 IN IM:;564 Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Sur.,ey 10/12/2015 Page 1 of 4 Hydrolog1c Soll Group-San Diego County Area, Cahfom,a (Magnoha ProJect) MAP LEGEND MAP INFORMATION ArH of Interest (AOI) 0 Areo of Interest (AOI) Soils Soll Rating Polygons D A D "'° oe D BID D C D CID D D D Not rated or not 1v11lable Soil Rating Lines -A -M) -B -BIO -C -CID -D Not rated or not available Soll Rating Points • A • M) • B • BID Natural Resources Conservation Service Cl C • CID • D C Not rated or not available Water Features Streams and Canals Transpor11tlon +++ Rails -., Interstate Highways ,,,.,_, US Routes Major Roads Local Roads Background II Aenal Photography Web Soil Survey National Cooperative 5011 Survey The soil surveys that compose your AOI were mapped at 1 24,000. Warning Soil Map may not be vahd at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and acwracy of soil hne placement The maps do not show the small areas of contrasting SOIis that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map· Natural Resources Conservation Service Web Soil Survey URL hnp /iwebso1lsurvey.nrcs.usda.gov Coordinate System Web Mercator (EPSG 3857) Maps from the Web Soil Survey are based on the Web Mercator proJect1on, which preserves d1rect1on and shape but d1stons distance and area. A proJectJon that preserves area, such as the Albers equal-area con,c pro1ect1on, should be used 1f more acwrate calculations of distance or area are required. This product ,s generated from the USDA-NRCS certified data as of the version date(s) hsted below. Soil Survey Area Survey Area Data· San Diego County Area, Cahfoim1a Version 8, Sep 17, 2014 Soil map units are labeled (as space allows) for map scales 1 50,000 or larger. Date(s) aerial images were photographed Nov 3, 2014-Nov 22, 2014 The orthophoto or other base map on which the soil lines were compiled and d1giuzed probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundanes may be evident. 10/12/2015 Page 2 of 4 Hydrologic Soil Group-San Diego County Area, California Magnolia Project Hydrologic Soil Group Hydrologic Soil Group-Summary by Map Unit-San Diego County Area, California (CA638) Map unit symbol I Map unit name I Rating Acres in AOI I Percent of AOI MIC I 4.91 Marina loamy coarse IB sand, 2 to 9 percent slopes Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified USDA Natural Resources Web Soil Survey National Cooperative Soil Survey = Conservation Service 100.0% 10/12/2015 Page 3 of4 APPENDIX 4: GEOTECHNICAL REPORT FOR INFILTRATION CAPACITY -=.%•5"."~S TR AT A· TECH, INC. ~· ··~:r--G E a C a N s u L T A N T s 714-521-5611 562-427-8099 FAX 714-521-2552 7372 Walnut Avenue, Unit F,Buena Park, Califomia 90620 December 9, 2014 DS Products, Inc. Tony Sfreddo 24 Amber Leaf Irvine, California; 92614 Gentlemen: Subject: W.O. 273114 Percolation Infiltration testing, Storm Water Management, 749-763 Magnolia Dr., Carlsbad, California Reference: Preliminary Geotechnical Engineering Investigation, Proposed Multi Family Residential Development, 749-763 Magnolia Drive, Carlsbad, California. In accordance with your authorization and terms of our contract STRATA-TECH, Inc. is pleased to submit the results of our stonn water infiltration testing. Percolation testing was performed in two borings at the locations shown on the attached site plan. The soils encountered consist of Sand, fine, trace of clay, and Sand fu-med dense dry to the depth of 12-feet. The percolation boring depth was governed by the understanding groundwater will be on the order of20 feet below finished grade. Testing was performed in 5-foot dry percolation borings consisting of 4-inch slotted well screen with .020 "openings in 6-inch diameter borings having the annular space packed with #3 Monterey filter sand. The testing consisted of filling the percolation boring with water to within 0.5-foot of the surface and allowing it to seep till dcy and repeatedly filling the test borings and measuring the stabilized STRATA-TECH,INC. GEOCONSULTANTS OS Products, Inc Storm Water Percolation testing 2 December 9, 2014 749-763 Magnolia Dr, Carlsbad, CA rate. The rates for the drop between the 4th and 5th foot was measured in each boring and are the basis for the design rate of 8.2 Inch/Hr. The design infiltration rate of 8.2 Inch/Hr. may be used by the design civil engineer for the infiltration system for the subject site. At the completion of testing the well screens were pulled and remaining holes filled native soils. The work performed was carried out in accordance with acceptable geotechnical principles common to the local area in which we practice. We make no other warranties, either expressed or implied. We appreciate this opportunity to be of service to you. Respectfulty submitted: STl:MT/\·T£CH, Inc. Roland Ax:ufta. PG President Larry Finley RCE46606 APPENDIX 5: RESULTS OF MODEL IN EXCEL: DATA & DETAIL ROUTING PONDING CALCULATIONS 0.30 ACRES. Information Infiltration System: (Cl+ C2) Area: f: SF: 10 ft 140 ft 8.2 in/hr 3 fdesign: 2.733 in/hr Qinf: 0.0886 cfs (Qinf = fdesign·B·L/(12·3600) Volume: depth gravel: porosity: volume: 1.5 ft 0.4 840 cu-ft Surface before outlet (at 58.25) A: 1645 sq-ft depth: vol: TOTAL: 0.4 ft 219 cu-ft 1059 cu-ft (before spilling) Elevation interpolation Elev. Vol (cu-ft) 57.85 840 (at surface of system) RUNOFF Area: C: P6: P24: 0.3 acres 0.830 2.61 in 4.24 in Vol 2360 cu-ft (6 hr) 3834 cu-ft (24 hr) (Vol = 3630 · Pi · C · A) Name Perv (ft2) lmperv (ft2) Cl 588 2897 C2 812 8771 TOTAL 1400 11668 C: 0.830 (C = (0.25·1400+0.9·11668)/(1400+11668)) 58.25 1059 (at elevation from which water will spill downstream) (interpolated depth) PONDING CALCULATIONS 0.30 ACRES (Cl, C2) NOAA Interpolation Sorting of Precipitation and Routing t (min) I (in/hr) dP Position dP Position Q (cfs) Inf (cfs) Qpond dVpond Vpond (ft3) (inch) (inch) (cfs) (ft3) 5 5.016 0.4180 193 0.0051 1 0.015 0.015 0.000 0.00 0.00 10 3.600 0.1820 192 0.0050 2 0.015 0.015 0.000 0.00 0.00 15 2.900 0.1250 191 0.0050 3 0.015 0.015 0.000 0.00 0.00 20 2.516 0.1138 194 0.0051 4 0.015 0.015 0.000 0.00 0.00 25 2.254 0.1004 190 0.0051 5 0.015 0.015 0.000 0.00 0.00 30 2.060 0.0909 189 0.0051 6 0.015 0.015 0.000 0.00 0.00 35 1.887 0.0709 195 0.0051 7 0.015 0.015 0.000 0.00 0.00 40 1.749 0.0654 188 0.0051 8 0.015 0.015 0.000 0.00 0.00 45 1.636 0.0609 187 0.0052 9 0.016 0.016 0.000 0.00 0.00 50 1.541 0.0572 196 0.0052 10 0.016 0.016 0.000 0.00 0.00 55 1.460 0.0540 186 0.0052 11 0.016 0.016 0.000 0.00 0.00 60 1.390 0.0515 185 0.0052 12 0.016 0.016 0.000 0.00 0.00 65 1.320 0.0395 197 0.0052 13 0.016 0.016 0.000 0.00 0.00 70 1.257 0.0374 184 0.0052 14 0.016 0.016 0.000 0.00 0.00 75 1.202 0.0357 183 0.0053 15 0.016 0.016 0.000 0.00 0.00 80 1.153 0.0342 198 0.0053 16 0.016 0.016 0.000 0.00 0.00 85 1.108 0.0328 182 0.0053 17 0.016 0.016 0.000 0.00 0.00 90 1.067 0.0316 181 0.0053 18 0.016 0.016 0.000 0.00 0.00 95 1.031 0.0305 199 0.0053 19 0.016 0.016 0.000 0.00 0.00 100 0.997 0.0294 180 0.0054 20 0.016 0.016 0.000 0.00 0.00 105 0.966 0.0285 179 0.0054 21 0.016 0.016 0.000 0.00 0.00 110 0.937 0.0276 200 0.0054 22 0.016 0.016 0.000 0.00 0.00 115 0.910 0.0268 178 0.0054 23 0.016 0.016 0.000 0.00 0.00 120 0.885 0.0259 177 0.0054 24 0.016 0.016 0.000 0.00 0.00 125 0.862 0.0264 201 0.0055 25 0.016 0.016 0.000 0.00 0.00 130 0.841 0.0257 176 0.0055 26 0.017 0.017 0.000 0.00 0.00 135 0.821 0.0251 175 0.0055 27 0.017 0.017 0.000 0.00 0.00 140 0.802 0.0245 202 0.0055 28 0.017 0.017 0.000 0.00 0.00 145 0.784 0.0239 174 0.0056 29 0.017 0.017 0.000 0.00 0.00 150 0.768 0.0234 173 0.0056 30 0.017 0.017 0.000 0.00 0.00 155 0.752 0.0229 203 0.0056 31 0.017 0.017 0.000 0.00 0.00 160 0.737 0.0225 172 0.0056 32 0.017 0.017 0.000 0.00 0.00 165 0.722 0.0220 171 0.0057 33 0.017 0.017 0.000 0.00 0.00 170 0.709 0.0216 204 0.0057 34 0.017 0.017 0.000 0.00 0.00 175 0.696 0.0212 170 0.0057 35 0.017 0.017 0.000 0.00 0.00 180 0.683 0.0208 169 0.0057 36 0.017 0.017 0.000 0.00 0.00 185 0.671 0.0195 205 0.0057 37 0.017 0.017 0.000 0.00 0.00 190 0.660 0.0193 168 0.0058 38 0.017 0.017 0.000 0.00 0.00 195 0.649 0.0190 167 0.0058 39 0.017 0.017 0.000 0.00 0.00 200 0.638 0.0187 206 0.0058 40 0.018 0.018 0.000 0.00 0.00 205 0.628 0.0184 166 0.0058 41 0.018 0.018 0.000 0.00 0.00 210 0.618 0.0181 165 0.0059 42 0.018 0.018 0.000 0.00 0.00 215 0.609 0.0178 207 0.0059 43 0.018 0.018 0.000 0.00 0.00 220 0.600 0.0175 164 0.0059 44 0.018 0.018 0.000 0.00 0.00 225 0.591 0.0173 163 0.0060 45 0.018 0.018 0.000 0.00 0.00 230 0.582 0.0170 208 0.0060 46 0.018 0.018 0.000 0.00 0.00 235 0.574 0.0168 162 0.0060 47 0.018 0.018 0.000 0.00 0.00 240 0.566 0.0166 161 0.0060 48 0.018 0.018 0.000 0.00 0.00 245 0.559 0.0163 209 0.0061 49 0.018 0.018 0.000 0.00 0.00 250 0.552 0.0161 160 0.0061 50 0.018 0.018 0.000 0.00 0.00 255 0.545 0.0159 159 0.0061 51 0.018 0.018 0.000 0.00 0.00 260 0.538 0.0157 210 0.0061 52 0.018 0.018 0.000 0.00 0.00 265 0.531 0.0155 158 0.0062 53 0.019 0.019 0.000 0.00 0.00 270 0.525 0.0153 157 0.0062 54 0.019 0.019 0.000 0.00 0.00 275 0.518 0.0151 211 0.0062 55 0.019 0.019 0.000 0.00 0.00 280 0.512 0.0150 156 0.0063 56 0.019 0.019 0.000 0.00 0.00 285 0.506 0.0148 155 0.0063 57 0.019 0.019 0.000 0.00 0.00 290 0.501 0.0146 212 0.0063 58 0.019 0.019 0.000 0.00 0.00 295 0.495 0.0145 154 0.0064 59 0.019 0.019 0.000 0.00 0.00 300 0.490 0.0143 153 0.0064 60 0.019 0.019 0.000 0.00 0.00 305 0.485 0.0141 213 0.0064 61 0.019 0.019 0.000 0.00 0.00 310 0.479 0.0140 152 0.0064 62 0.019 0.019 0.000 0.00 0.00 315 0.475 0.0138 151 0.0065 63 0.020 0.020 0.000 0.00 0.00 320 0.470 0.0137 214 0.0065 64 0.020 0.020 0.000 0.00 0.00 325 0.465 0.0136 150 0.0066 65 0.020 0.020 0.000 0.00 0.00 330 0.460 0.0134 149 0.0066 66 0.020 0.020 0.000 0.00 0.00 335 0.456 0.0133 215 0.0066 67 0.020 0.020 0.000 0.00 0.00 340 0.451 0.0132 148 0.0066 68 0.020 0.020 0.000 0.00 0.00 345 0.447 0.0130 147 0.0067 69 0.020 0.020 0.000 0.00 0.00 350 0.443 0.0129 216 0.0067 70 0.020 0.020 0.000 0.00 0.00 355 0.439 0.0128 146 0.0068 71 0.020 0.020 0.000 0.00 0.00 360 0.435 0.0129 145 0.0068 72 0.020 0.020 0.000 0.00 0.00 365 0.431 0.0130 217 0.0068 73 0.021 0.021 0.000 0.00 0.00 370 0.427 0.0129 144 0.0069 74 0.021 0.021 0.000 0.00 0.00 375 0.424 0.0128 143 0.0069 75 0.021 0.021 0.000 0.00 0.00 380 0.420 0.0127 218 0.0069 76 0.021 0.021 0.000 0.00 0.00 385 0.417 0.0126 142 0.0070 77 0.021 0.021 0.000 0.00 0.00 390 0.413 0.0125 141 0.0070 78 0.021 0.021 0.000 0.00 0.00 395 0.410 0.0124 219 0.0071 79 0.021 0.021 0.000 0.00 0.00 400 0.407 0.0123 140 0.0071 80 0.021 0.021 0.000 0.00 0.00 405 0.403 0.0122 139 0.0072 81 0.022 0.022 0.000 0.00 0.00 410 0.400 0.0121 220 0.0072 82 0.022 0.022 0.000 0.00 0.00 415 0.397 0.0120 138 0.0072 83 0.022 0.022 0.000 0.00 0.00 420 0.394 0.0119 137 0.0073 84 0.022 0.022 0.000 0.00 0.00 425 0.391 0.0118 221 0.0073 85 0.022 0.022 0.000 0.00 0.00 430 0.388 0.0117 136 0.0074 86 0.022 0.022 0.000 0.00 0.00 435 0.385 0.0116 135 0.0074 87 0.022 0.022 0.000 0.00 0.00 440 0.383 0.0115 222 0.0075 88 0.022 0.022 0.000 0.00 0.00 445 0.380 0.0114 134 0.0075 89 0.023 0.023 0.000 0.00 0.00 450 0.377 0.0114 133 0.0075 90 0.023 0.023 0.000 0.00 0.00 455 0.374 0.0113 223 0.0076 91 0.023 0.023 0.000 0.00 0.00 460 0.372 0.0112 132 0.0076 92 0.023 0.023 0.000 0.00 0.00 465 0.369 0.0111 131 0.0077 93 0.023 0.023 0.000 0.00 0.00 470 0.367 0.0110 224 0.0077 94 0.023 0.023 0.000 0.00 0.00 475 0.364 0.0110 130 0.0078 95 0.024 0.024 0.000 0.00 0.00 480 0.362 0.0109 129 0.0079 96 0.024 0.024 0.000 0.00 0.00 485 0.359 0.0108 225 0.0084 97 0.025 0.025 0.000 0.00 0.00 490 0.357 0.0108 128 0.0084 98 0.025 0.025 0.000 0.00 0.00 495 0.355 0.0107 127 0.0085 99 0.026 0.026 0.000 0.00 0.00 500 0.353 0.0106 226 0.0085 100 0.026 0.026 0.000 0.00 0.00 505 0.350 0.0105 126 0.0086 101 0.026 0.026 0.000 0.00 0.00 510 0.348 0.0105 125 0.0087 102 0.026 0.026 0.000 0.00 0.00 515 0.346 0.0104 227 0.0088 103 0.026 0.026 0.000 0.00 0.00 520 0.344 0.0103 124 0.0088 104 0.027 0.027 0.000 0.00 0.00 525 0.342 0.0103 123 0.0089 105 0.027 0.027 0.000 0.00 0.00 530 0.340 0.0102 228 0.0089 106 0.027 0.027 0.000 0.00 0.00 535 0.338 0.0102 122 0.0090 107 0.027 0.027 0.000 0.00 0.00 540 0.336 0.0101 121 0.0091 108 0.027 0.027 0.000 0.00 0.00 545 0.334 0.0100 229 0.0091 109 0.028 0.028 0.000 0.00 0.00 550 0.332 0.0100 120 0.0092 110 0.028 0.028 0.000 0.00 0.00 555 0.330 0.0099 119 0.0093 111 0.028 0.028 0.000 0.00 0.00 560 0.328 0.0099 230 0.0093 112 0.028 0.028 0.000 0.00 0.00 565 0.326 0.0098 118 0.0094 113 0.028 0.028 0.000 0.00 0.00 570 0.324 0.0098 117 0.0095 114 0.029 0.029 0.000 0.00 0.00 575 0.322 0.0097 231 0.0096 115 0.029 0.029 0.000 0.00 0.00 580 0.321 0.0096 116 0.0096 116 0.029 0.029 0.000 0.00 0.00 585 0.319 0.0096 115 0.0098 117 0.029 0.029 0.000 0.00 0.00 590 0.317 0.0095 232 0.0098 118 0.030 0.030 0.000 0.00 0.00 595 0.315 0.0095 114 0.0099 119 0.030 0.030 0.000 0.00 0.00 600 0.314 0.0094 113 0.0100 120 0.030 0.030 0.000 0.00 0.00 605 0.312 0.0094 233 0.0101 121 0.030 0.030 0.000 0.00 0.00 610 0.310 0.0093 112 0.0102 122 0.031 0.031 0.000 0.00 0.00 615 0.309 0.0093 111 0.0103 123 0.031 0.031 0.000 0.00 0.00 620 0.307 0.0092 234 0.0103 124 0.031 0.031 0.000 0.00 0.00 625 0.306 0.0092 110 0.0105 125 0.032 0.032 0.000 0.00 0.00 630 0.304 0.0091 109 0.0105 126 0.032 0.032 0.000 0.00 0.00 635 0.303 0.0091 235 0.0107 127 0.032 0.032 0.000 0.00 0.00 640 0.301 0.0091 108 0.0108 128 0.032 0.032 0.000 0.00 0.00 645 0.300 0.0090 107 0.0109 129 0.033 0.033 0.000 0.00 0.00 650 0.298 0.0090 236 0.0110 130 0.033 0.033 0.000 0.00 0.00 655 0.297 0.0089 106 0.0111 131 0.034 0.034 0.000 0.00 0.00 660 0.295 0.0089 105 0.0112 132 0.034 0.034 0.000 0.00 0.00 665 0.294 0.0088 237 0.0114 133 0.034 0.034 0.000 0.00 0.00 670 0.292 0.0088 104 0.0114 134 0.034 0.034 0.000 0.00 0.00 675 0.291 0.0088 103 0.0116 135 0.035 0.035 0.000 0.00 0.00 680 0.290 0.0087 238 0.0117 136 0.035 0.035 0.000 0.00 0.00 685 0.288 0.0087 102 0.0119 137 0.036 0.036 0.000 0.00 0.00 690 0.287 0.0086 101 0.0120 138 0.036 0.036 0.000 0.00 0.00 695 0.286 0.0086 239 0.0122 139 0.037 0.037 0.000 0.00 0.00 700 0.284 0.0085 100 0.0123 140 0.037 0.037 0.000 0.00 0.00 705 0.283 0.0085 99 0.0125 141 0.038 0.038 0.000 0.00 0.00 710 0.282 0.0085 240 0.0126 142 0.038 0.038 0.000 0.00 0.00 715 0.280 0.0084 98 0.0128 143 0.038 0.038 0.000 0.00 0.00 720 0.279 0.0084 97 0.0129 144 0.039 0.039 0.000 0.00 0.00 725 0.278 0.0079 241 0.0129 145 0.039 0.039 0.000 0.00 0.00 730 0.277 0.0079 96 0.0128 146 0.039 0.039 0.000 0.00 0.00 735 0.275 0.0078 95 0.0130 147 0.039 0.039 0.000 0.00 0.00 740 0.274 0.0078 242 0.0132 148 0.040 0.040 0.000 0.00 0.00 745 0.273 0.0077 94 0.0134 149 0.040 0.040 0.000 0.00 0.00 750 0.272 0.0077 93 0.0136 150 0.041 0.041 0.000 0.00 0.00 755 0.271 0.0077 243 0.0138 151 0.042 0.042 0.000 0.00 0.00 760 0.269 0.0076 92 0.0140 152 0.042 0.042 0.000 0.00 0.00 765 0.268 0.0076 91 0.0143 153 0.043 0.043 0.000 0.00 0.00 770 0.267 0.0076 244 0.0145 154 0.044 0.044 0.000 0.00 0.00 775 0.266 0.0075 90 0.0148 155 0.045 0.045 0.000 0.00 0.00 780 0.265 0.0075 89 0.0150 156 0.045 0.045 0.000 0.00 0.00 785 0.264 0.0075 245 0.0153 157 0.046 0.046 0.000 0.00 0.00 790 0.263 0.0075 88 0.0155 158 0.047 0.047 0.000 0.00 0.00 795 0.261 0.0074 87 0.0159 159 0.048 0.048 0.000 0.00 0.00 800 0.260 0.0074 246 0.0161 160 0.049 0.049 0.000 0.00 0.00 805 0.259 0.0074 86 0.0166 161 0.050 0.050 0.000 0.00 0.00 810 0.258 0.0073 85 0.0168 162 0.051 0.051 0.000 0.00 0.00 815 0.257 0.0073 247 0.0173 163 0.052 0.052 0.000 0.00 0.00 820 0.256 0.0073 84 0.0175 164 0.053 0.053 0.000 0.00 0.00 825 0.255 0.0072 83 0.0181 165 0.055 0.055 0.000 0.00 0.00 830 0.254 0.0072 248 0.0184 166 0.055 0.055 0.000 0.00 0.00 835 0.253 0.0072 82 0.0190 167 0.057 0.057 0.000 0.00 0.00 840 0.252 0.0072 81 0.0193 168 0.058 0.058 0.000 0.00 0.00 845 0.251 0.0071 249 0.0208 169 0.063 0.063 0.000 0.00 0.00 850 0.250 0.0071 80 0.0212 170 0.064 0.064 0.000 0.00 0.00 855 0.249 0.0071 79 0.0220 171 0.066 0.066 0.000 0.00 0.00 860 0.248 0.0070 250 0.0225 172 0.068 0.068 0.000 0.00 0.00 865 0.247 0.0070 78 0.0234 173 0.071 0.071 0.000 0.00 0.00 870 0.246 0.0070 77 0.0239 174 0.072 0.072 0.000 0.00 0.00 875 0.245 0.0070 251 0.0251 175 0.076 0.076 0.000 0.00 0.00 880 0.245 0.0069 76 0.0257 176 0.077 0.077 0.000 0.00 0.00 885 0.244 0.0069 75 0.0259 177 0.078 0.078 0.000 0.00 0.00 890 0.243 0.0069 252 0.0268 178 0.081 0.081 0.000 0.00 0.00 895 0.242 0.0069 74 0.0285 179 0.086 0.086 0.000 0.00 0.00 900 0.241 0.0068 73 0.0294 180 0.089 0.089 0.000 0.05 0.05 905 0.240 0.0068 253 0.0316 181 0.095 0.089 0.007 2.00 2.05 910 0.239 0.0068 72 0.0328 182 0.099 0.089 0.010 3.12 5.17 915 0.238 0.0068 71 0.0357 183 0.108 0.089 0.019 5.72 10.89 920 0.237 0.0067 254 0.0374 184 0.113 0.089 0.024 7.26 18.16 925 0.237 0.0067 70 0.0515 185 0.155 0.089 0.067 19.98 38.14 930 0.236 0.0067 69 0.0540 186 0.163 0.089 0.074 22.29 60.43 935 0.235 0.0067 255 0.0609 187 0.184 0.089 0.095 28.53 88.96 940 0.234 0.0066 68 0.0654 188 0.197 0.089 0.109 32.60 121.56 945 0.233 0.0066 67 0.0909 189 0.274 0.089 0.185 55.58 177.14 950 0.232 0.0066 256 0.1004 190 0.303 0.089 0.214 64.20 241.34 955 0.232 0.0066 66 0.1250 191 0.377 0.089 0.288 86.46 327.80 960 0.231 0.0066 65 0.1820 192 0.549 0.089 0.460 138.00 465.80 965 0.230 0.0065 257 0.4180 193 1.260 0.089 1.171 351.41 817.21 970 0.229 0.0065 64 0.1138 194 0.343 0.089 0.254 76.30 893.51 975 0.229 0.0065 63 0.0709 195 0.214 0.089 0.125 37.53 931.05 980 0.228 0.0065 258 0.0572 196 0.172 0.089 0.084 25.15 956.20 985 0.227 0.0064 62 0.0395 197 0.119 0.089 0.030 9.11 965.31 990 0.226 0.0064 61 0.0342 198 0.103 0.089 0.015 4.35 969.66 995 0.225 0.0064 259 0.0305 199 0.092 0.089 0.003 0.98 •;:, ,:;,r;i: •:-';ill·. 1000 0.225 0.0064 60 0.0276 200 0.083 ,.o,0:8§r -0.005 -1.59 969.05 1005 0.224 0.0064 59 0.0264 201 0.079 0.089 -0.009 -2.74 966.31 1010 0.223 0.0063 260 0.0245 202 0.074 0.089 -0.015 -4.43 961.89 1015 0.223 0.0063 58 0.0229 203 0.069 0.089 -0.019 -5.84 956.04 1020 0.222 0.0063 57 0.0216 204 0.065 0.089 -0.023 -7.05 949.00 1025 0.221 0.0063 261 0.0195 205 0.059 0.089 -0.030 -8.91 940.09 1030 0.220 0.0063 56 0.0187 206 0.056 0.089 -0.032 -9.69 930.40 1035 0.220 0.0062 55 0.0178 207 0.054 0.089 -0.035 -10.47 919.93 1040 0.219 0.0062 262 0.0170 208 0.051 0.089 -0.037 -11.17 908.75 1045 0.218 0.0062 54 0.0163 209 0.049 0.089 -0.039 -11.80 896.95 1050 0.218 0.0062 53 0.0157 210 0.047 0.089 -0.041 -12.37 884.59 1055 0.217 0.0062 263 0.0151 211 0.046 0.089 -0.043 -12.88 871.70 1060 0.216 0.0061 52 0.0146 212 0.044 0.089 -0.045 -13.35 858.35 1065 0.216 0.0061 51 0.0141 213 0.043 0.089 -0.046 -13.78 844.57 1070 0.215 0.0061 264 0.0137 214 0.041 0.089 -0.047 -14.18 830.39 1075 0.214 0.0061 so 0.0133 215 0.040 0.089 -0.048 -14.55 815.84 1080 0.214 0.0061 49 0.0129 216 0.039 0.089 -0.050 -14.89 800.95 1085 0.213 0.0060 265 0.0130 217 0.039 0.089 -0.049 -14.83 786.12 1090 0.212 0.0060 48 0.0127 218 0.038 0.089 -0.050 -15.12 771.00 1095 0.212 0.0060 47 0.0124 219 0.037 0.089 -0.051 -15.40 755.59 1100 0.211 0.0060 266 0.0121 220 0.036 0.089 -0.052 -15.67 739.92 1105 0.210 0.0060 46 0.0118 221 0.036 0.089 -0.053 -15.92 724.00 1110 0.210 0.0060 45 0.0115 222 0.035 0.089 -0.054 -16.15 707.85 1115 0.209 0.0059 267 0.0113 223 0.034 0.089 -0.055 -16.38 691.47 1120 0.209 0.0059 44 0.0110 224 0.033 0.089 -0.055 -16.59 674.89 1125 0.208 0.0059 43 0.0108 225 0.033 0.089 -0.056 -16.79 658.10 1130 0.207 0.0059 268 0.0106 226 0.032 0.089 -0.057 -16.98 641.12 1135 0.207 0.0059 42 0.0104 227 0.031 0.089 -0.057 -17.16 623.96 1140 0.206 0.0058 41 0.0102 228 0.031 0.089 -0.058 -17.33 606.63 1145 0.206 0.0058 269 0.0100 229 0.030 0.089 -0.058 -17.49 589.14 1150 0.205 0.0058 40 0.0099 230 0.030 0.089 -0.059 -17.65 571.49 1155 0.204 0.0058 39 0.0097 231 0.029 0.089 -0.059 -17.80 553.69 1160 0.204 0.0058 270 0.0095 232 0.029 0.089 -0.060 -17.95 535.74 1165 0.203 0.0058 38 0.0094 233 0.028 0.089 -0.060 -18.08 517.66 1170 0.203 0.0057 37 0.0092 234 0.028 0.089 -0.061 -18.22 499.44 1175 0.202 0.0057 271 0.0091 235 0.027 0.089 -0.061 -18.34 481.10 1180 0.201 0.0057 36 0.0090 236 0.027 0.089 -0.062 -18.47 462.63 1185 0.201 0.0057 35 0.0088 237 0.027 0.089 -0.062 -18.58 444.05 1190 0.200 0.0057 272 0.0087 238 0.026 0.089 -0.062 -18.70 425.35 1195 0.200 0.0057 34 0.0086 239 0.026 0.089 -0.063 -18.81 406.54 1200 0.199 0.0057 33 0.0085 240 0.026 0.089 -0.063 -18.91 387.63 1205 0.199 0.0056 273 0.0079 241 0.024 0.089 -0.065 -19.47 368.16 1210 0.198 0.0056 32 0.0078 242 0.023 0.089 -0.065 -19.54 348.63 1215 0.198 0.0056 31 0.0077 243 0.023 0.089 -0.065 -19.63 329.00 1220 0.197 0.0056 274 0.0076 244 0.023 0.089 -0.066 -19.72 309.28 1225 0.197 0.0056 30 0.0075 245 0.023 0.089 -0.066 -19.81 289.47 1230 0.196 0.0056 29 0.0074 246 0.022 0.089 -0.066 -19.89 269.58 1235 0.196 0.0055 275 0.0073 247 0.022 0.089 -0.067 -19.97 249.61 1240 0.195 0.0055 28 0.0072 248 0.022 0.089 -0.067 -20.05 229.56 1245 0.194 0.0055 27 0.0071 249 0.021 0.089 -0.067 -20.13 209.43 1250 0.194 0.0055 276 0.0070 250 0.021 0.089 -0.067 -20.20 189.23 1255 0.193 0.0055 26 0.0070 251 0.021 0.089 -0.068 -20.28 168.95 1260 0.193 0.0055 25 0.0069 252 0.021 0.089 -0.068 -20.35 148.61 1265 0.192 0.0055 277 0.0068 253 0.021 0.089 -0.068 -20.41 128.19 1270 0.192 0.0054 24 0.0067 254 0.020 0.089 -0.068 -20.48 107.71 1275 0.191 0.0054 23 0.0067 255 0.020 0.089 -0.068 -20.55 87.17 1280 0.191 0.0054 278 0.0066 256 0.020 0.089 -0.069 -20.61 66.56 1285 0.190 0.0054 22 0.0065 257 0.020 0.089 -0.069 -20.67 45.89 1290 0.190 0.0054 21 0.0065 258 0.019 0.089 -0.069 -20.73 25.16 1295 0.189 0.0054 279 0.0064 259 0.019 0.089 -0.069 -20.79 4.37 1300 0.189 0.0054 20 0.0063 260 0.019 0.034 -0.015 -4.36 0.00 1305 0.189 0.0053 19 0.0063 261 0.019 0.019 0.000 0.00 0.00 1310 0.188 0.0053 280 0.0062 262 0.019 0.019 0.000 0.00 0.00 1315 0.188 0.0053 18 0.0062 263 0.019 0.019 0.000 0.00 0.00 1320 0.187 0.0053 17 0.0061 264 0.018 0.018 0.000 0.00 0.00 1325 0.187 0.0053 281 0.0060 265 0.018 0.018 0.000 0.00 0.00 1330 0.186 0.0053 16 0.0060 266 0.018 0.018 0.000 0.00 0.00 1335 0.186 0.0053 15 0.0059 267 0.018 0.018 0.000 0.00 0.00 1340 0.185 0.0053 282 0.0059 268 0.018 0.018 0.000 0.00 0.00 1345 0.185 0.0052 14 0.0058 269 0.018 0.018 0.000 0.00 0.00 1350 0.184 0.0052 13 0.0058 270 0.017 0.017 0.000 0.00 0.00 1355 0.184 0.0052 283 0.0057 271 0.017 0.017 0.000 0.00 0.00 1360 0.183 0.0052 12 0.0057 272 0.017 0.017 0.000 0.00 0.00 1365 0.183 0.0052 11 0.0056 273 0.017 0.017 0.000 0.00 0.00 1370 0.183 0.0052 284 0.0056 274 0.017 0.017 0.000 0.00 0.00. 1375 0.182 0.0052 10 0.0055 275 0.017 0.017 0.000 0.00 0.00 1380 0.182 0.0052 9 0.0055 276 0.017 0.017 0.000 0.00 0.00 1385 0.181 0.0051 285 0.0055 277 0.016 0.016 0.000 0.00 0.00 1390 0.181 0.0051 8 0.0054 278 0.016 0.016 0.000 0.00 0.00 1395 0.180 0.0051 7 0.0054 279 0.016 0.016 0.000 0.00 0.00 1400 0.180 0.0051 286 0.0053 280 0.016 0.016 0.000 0.00 0.00 1405 0.180 0.0051 6 0.0053 281 0.016 0.016 0.000 0.00 0.00 1410 0.179 0.0051 5 0.0053 282 0.016 0.016 0.000 0.00 0.00 1415 0.179 0.0051 287 0.0052 283 0.016 0.016 0.000 0.00 0.00 1420 0.178 0.0051 4 0.0052 284 0.016 0.016 0.000 0.00 0.00 1425 0.178 0.0050 3 0.0051 285 0.015 0.015 0.000 0.00 0.00 1430 0.177 0.0050 288 0.0051 286 0.015 0.015 0.000 0.00 0.00 1435 0.177 0.0050 2 0.0051 287 0.015 0.015 0.000 0.00 0.00 1440 0.177 0.0051 1 0.0050 288 0.015 0.015 0.000 0.00 0.00 NOTES: Yellow values: NOAA precipitation (in) divided by duration (hrs) D.P: precipitation falling between durations ti-1 and ti (inches). 1£iP + P total = 4.24 inches Green value: infiltration reaches maximum value, and inflow is larger than infiltration. Ponding starts. Red value: Infiltration becomes larger than inflow and level of pond starts to reduce D.V-Pond: Change in Pond volume at every time interval. Vpond: Volume of water in the ponding system at a given time. Blue value: Maximum pond volume. It must be smaller than total volume. Orange value: Time at which the pond dries (for this pond it happens before the end of the 24hr storm) PONDING CALCULATIONS 0.33 ACRES. Information RUNOFF Infiltration System: (Al +A2+A3+B1 +B2+D1 +D2) Area: 0.33 acres 0.706 Area: BX L f: SF: 10 ft 85 ft 8.2 in/hr (report) 3 fdesign: 2.733 in/hr Qinf: 0.0538 cfs (Qinf = fdesign·B·L/(12·3600) Volume: depth gravel: 1 ft porosity: 0.4 volume: 340 cu-ft TOTAL: 340 cu-ft Volume above pavers Elev TOTAL: 56.77 57.1 57.5 A Vol 0 0 848 93.28 3125 840.06 1180.1 cu-ft (voids in pavers plus surface volume) Note: Pondind in landscaped Patios not counted. Elevation Interpolation 57.1 433.3 57.5 1180.1 1 :::it:; :;im11~t1 ...• ~~.•.1f~4lmode1 result) (interpolated depth) C: P6: P24: Vol 2.61 in 4.24 in 2208 cu-ft (6 hr) 3588 cu-ft (24 hr) (Vol = 3630 · Pi · C · A) Name Perv (ft2) .mperv (ft2) Al 296 575 A2 575 1167 A3 0 1307 Bl 610 261 B2 1951 1098 Dl+D2 850 5684 TOTAL 4283 10092 C: 0.706 (C = (0.25-4283+0.9·10092)/(4283+10092)) PONDING CALCULATIONS 0.33 ACRES (Al, A2, A3, Bl, B2, Dl, D2) NOAA Interpolation Sorting of Precipitation and Routing t (min) I (in/hr) dP Position dP Position Q (cfs) Inf (cfs) Qpond dVpond Vpond (ft3) (inch) (inch) (cfs) (ft3) 5 5.016 0.4180 193 0.0051 1 0.014 0.014 0.000 0.00 0.00 10 3.600 0.1820 192 0.0050 2 0.014 0.014 0.000 0.00 0.00 15 2.900 0.1250 191 0.0050 3 0.014 0.014 0.000 0.00 0.00 20 2.516 0.1138 194 0.0051 4 0.014 0.014 0.000 0.00 0.00 25 2.254 0.1004 190 0.0051 5 0.014 0.014 0.000 0.00 0.00 30 2.060 0.0909 189 0.0051 6 0.014 0.014 0.000 0.00 0.00 35 1.887 0.0709 195 0.0051 7 0.014 0.014 0.000 0.00 0.00 40 1.749 0.0654 188 0.0051 8 0.014 0.014 0.000 0.00 0.00 45 1.636 0.0609 187 0.0052 9 0.015 0.015 0.000 0.00 0.00 50 1.541 0.0572 196 0.0052 10 0.015 0.015 0.000 0.00 0.00 55 1.460 0.0540 186 0.0052 11 0.015 0.015 0.000 0.00 0.00 60 1.390 0.0515 185 0.0052 12 0.015 0.015 0.000 0.00 0.00 65 1.320 0.0395 197 0.0052 13 0.015 0.015 0.000 0.00 0.00 70 1.257 0.0374 184 0.0052 14 0.015 0.015 0.000 0.00 0.00 75 1.202 0.0357 183 0.0053 15 0.015 0.015 0.000 0.00 0.00 80 1.153 0.0342 198 0.0053 16 0.015 0.015 0.000 0.00 0.00 85 1.108 0.0328 182 0.0053 17 0.015 0.015 0.000 0.00 0.00 90 1.067 0.0316 181 0.0053 18 0.015 0.015 0.000 0.00 0.00 95 1.031 0.0305 199 0.0053 19 0.015 0.015 0.000 0.00 0.00 100 0.997 0.0294 180 0.0054 20 0.015 0.015 0.000 0.00 0.00 105 0.966 0.0285 179 0.0054 21 0.015 0.015 0.000 0.00 0.00 110 0.937 0.0276 200 0.0054 22 0.015 0.015 0.000 0.00 0.00 115 0.910 0.0268 178 0.0054 23 0.015 0.015 0.000 0.00 0.00 120 0.885 0.0259 177 0.0054 24 0.015 0.015 0.000 0.00 0.00 125 0.862 0.0264 201 0.0055 25 0.015 0.015 0.000 0.00 0.00 130 0.841 0.0257 176 0.0055 26 0.015 0.015 0.000 0.00 0.00 135 0.821 0.0251 175 0.0055 27 0.016 0.016 0.000 0.00 0.00 140 0.802 0.0245 202 0.0055 28 0.016 0.016 0.000 0.00 0.00 145 0.784 0.0239 174 0.0056 29 0.016 0.016 0.000 0.00 0.00 150 0.768 0.0234 173 0.0056 30 0.016 0.016 0.000 0.00 0.00 155 0.752 0.0229 203 0.0056 31 0.016 0.016 0.000 0.00 0.00 160 0.737 0.0225 172 0.0056 32 0.016 0.016 0.000 0.00 0.00 165 0.722 0.0220 171 0.0057 33 0.016 0.016 0.000 0.00 0.00 170 0.709 0.0216 204 0.0057 34 0.016 0.016 0.000 0.00 0.00 175 0.696 0.0212 170 0.0057 35 0.016 0.016 0.000 0.00 0.00 180 0.683 0.0208 169 0.0057 36 0.016 0.016 0.000 0.00 0.00 185 0.671 0.0195 205 0.0057 37 0.016 0.016 0.000 0.00 0.00 190 0.660 0.0193 168 0.0058 38 0.016 0.016 0.000 0.00 0.00 195 0.649 0.0190 167 0.0058 39 0.016 0.016 0.000 0.00 0.00 200 0.638 0.0187 206 0.0058 40 0.016 0.016 0.000 0.00 0.00 205 0.628 0.0184 166 0.0058 41 0.016 0.016 0.000 0.00 0.00 210 0.618 0.0181 165 0.0059 42 0.017 0.017 0.000 0.00 0.00 215 0.609 0.0178 207 0.0059 43 0.017 0.017 0.000 0.00 0.00 220 0.600 0.0175 164 0.0059 44 0.017 0.017 0.000 0.00 0.00 225 0.591 0.0173 163 0.0060 45 0.017 0.017 0.000 0.00 0.00 230 0.582 0.0170 208 0.0060 46 0.017 0.017 0.000 0.00 0.00 235 0.574 0.0168 162 0.0060 47 0.017 0.017 0.000 0.00 0.00 240 0.566 0.0166 161 0.0060 48 0.017 0.017 0.000 0.00 0.00 245 0.559 0.0163 209 0.0061 49 0.017 0.017 0.000 0.00 0.00 250 0.552 0.0161 160 0.0061 50 0.017 0.017 0.000 0.00 0.00 255 0.545 0.0159 159 0.0061 51 0.017 0.017 0.000 0.00 0.00 260 0.538 0.0157 210 0.0061 52 0.017 0.017 0.000 0.00 0.00 265 0.531 0.0155 158 0.0062 53 0.017 0.017 0.000 0.00 0.00 270 0.525 0.0153 157 0.0062 54 0.017 0.017 0.000 0.00 0.00 275 0.518 0.0151 211 0.0062 55 0.018 0.018 0.000 0.00 0.00 280 0.512 0.0150 156 0.0063 56 0.018 0.018 0.000 0.00 0.00 285 0.506 0.0148 155 0.0063 57 0.018 0.018 0.000 0.00 0.00 290 0.501 0.0146 212 0.0063 58 0.018 0.018 0.000 0.00 0.00 295 0.495 0.0145 154 0.0064 59 0.018 0.018 0.000 0.00 0.00 300 0.490 0.0143 153 0.0064 60 0.018 0.018 0.000 0.00 0.00 305 0.485 0.0141 213 0.0064 61 0.018 0.018 0.000 0.00 0.00 310 0.479 0.0140 152 0.0064 62 0.018 0.018 0.000 0.00 0.00 315 0.475 0.0138 151 0.0065 63 0.018 0.018 0.000 0.00 0.00 320 0.470 0.0137 214 0.0065 64 0.018 0.018 0.000 0.00 0.00 325 0.465 0.0136 150 0.0066 65 0.018 0.018 0.000 0.00 0.00 330 0.460 0.0134 149 0.0066 66 0.019 0.019 0.000 0.00 0.00 335 0.456 0.0133 215 0.0066 67 0.019 0.019 0.000 0.00 0.00 340 0.451 0.0132 148 0.0066 68 0.019 0.019 0.000 0.00 0.00 345 0.447 0.0130 147 0.0067 69 0.019 0.019 0.000 0.00 0.00 350 0.443 0.0129 216 0.0067 70 0.019 0.019 0.000 0.00 0.00 355 0.439 0.0128 146 0.0068 71 0.019 0.019 0.000 0.00 0.00 360 0.435 0.0129 145 0.0068 72 0.019 0.019 0.000 0.00 0.00 365 0.431 0.0130 217 0.0068 73 0.019 0.019 0.000 0.00 0.00 370 0.427 0.0129 144 0.0069 74 0.019 0.019 0.000 0.00 0.00 375 0.424 0.0128 143 0.0069 75 0.019 0.019 0.000 0.00 0.00 380 0.420 0.0127 218 0.0069 76 0.020 0.020 0.000 0.00 0.00 385 0.417 0.0126 142 0.0070 77 0.020 0.020 0.000 0.00 0.00 390 0.413 0.0125 141 0.0070 78 0.020 0.020 0.000 0.00 0.00 395 0.410 0.0124 219 0.0071 79 0.020 0.020 0.000 0.00 0.00 400 0.407 0.0123 140 0.0071 80 0.020 0.020 0.000 0.00 0.00 405 0.403 0.0122 139 0.0072 81 0.020 0.020 0.000 0.00 0.00 410 0.400 0.0121 220 0.0072 82 0.020 0.020 0.000 0.00 0.00 415 0.397 0.0120 138 0.0072 83 0.020 0.020 0.000 0.00 0.00 420 0.394 0.0119 137 0.0073 84 0.021 0.021 0.000 0.00 0.00 425 0.391 0.0118 221 0.0073 85 0.021 0.021 0.000 0.00 0.00 430 0.388 0.0117 136 0.0074 86 0.021 0.021 0.000 0.00 0.00 435 0.385 0.0116 135 0.0074 87 0.021 0.021 0.000 0.00 0.00 440 0.383 0.0115 222 0.0075 88 0.021 0.021 0.000 0.00 0.00 445 0.380 0.0114 134 0.0075 89 0.021 0.021 0.000 0.00 0.00 450 0.377 0.0114 133 0.0075 90 0.021 0.021 0.000 0.00 0.00 455 0.374 0.0113 223 0.0076 91 0.021 0.021 0.000 0.00 0.00 460 0.372 0.0112 132 0.0076 92 0.022 0.022 0.000 0.00 0.00 465 0.369 0.0111 131 0.0077 93 0.022 0.022 0.000 0.00 0.00 470 0.367 0.0110 224 0.0077 94 0.022 0.022 0.000 0.00 0.00 475 0.364 0.0110 130 0.0078 95 0.022 0.022 0.000 0.00 0.00 480 0.362 0.0109 129 0.0079 96 0.022 0.022 0.000 0.00 0.00 485 0.359 0.0108 225 0.0084 97 0.024 0.024 0.000 0.00 0.00 490 0.357 0.0108 128 0.0084 98 0.024 0.024 0.000 0.00 0.00 495 0.355 0.0107 127 0.0085 99 0.024 0.024 0.000 0.00 0.00 500 0.353 0.0106 226 0.0085 100 0.024 0.024 0.000 0.00 0.00 sos 0.350 0.0105 126 0.0086 101 0.024 0.024 0.000 0.00 0.00 510 0.348 0.0105 125 0.0087 102 0.024 0.024 0.000 0.00 0.00 515 0.346 0.0104 227 0.0088 103 0.025 0.025 0.000 0.00 0.00 520 0.344 0.0103 124 0.0088 104 0.025 0.025 0.000 0.00 0.00 525 0.342 0.0103 123 0.0089 105 0.025 0.025 0.000 0.00 0.00 530 0.340 0.0102 228 0.0089 106 0.025 0.025 0.000 0.00 0.00 535 0.338 0.0102 122 0.0090 107 0.025 0.025 0.000 0.00 0.00 540 0.336 0.0101 121 0.0091 108 0.026 0.026 0.000 0.00 0.00 545 0.334 0.0100 229 0.0091 109 0.026 0.026 0.000 0.00 0.00 550 0.332 0.0100 120 0.0092 110 0.026 0.026 0.000 0.00 0.00 555 0.330 0.0099 119 0.0093 111 0.026 0.026 0.000 0.00 0.00 560 0.328 0.0099 230 0.0093 112 0.026 0.026 0.000 0.00 0.00 565 0.326 0.0098 118 0.0094 113 0.027 0.027 0.000 0.00 0.00 570 0.324 0.0098 117 0.0095 114 0.027 0.027 0.000 0.00 0.00 575 0.322 0.0097 231 0.0096 115 0.027 0.027 0.000 0.00 0.00 580 0.321 0.0096 116 0.0096 116 0.027 0.027 0.000 0.00 0.00 585 0.319 0.0096 115 0.0098 117 0.028 0.028 0.000 0.00 0.00 590 0.317 0.0095 232 0.0098 118 0.028 0.028 0.000 0.00 0.00 595 0.315 0.0095 114 0.0099 119 0.028 0.028 0.000 0.00 0.00 600 0.314 0.0094 113 0.0100 120 0.028 0.028 0.000 0.00 0.00 605 0.312 0.0094 233 0.0101 121 0.028 0.028 0.000 0.00 0.00 610 0.310 0.0093 112 0.0102 122 0.029 0.029 0.000 0.00 0.00 615 0.309 0.0093 111 0.0103 123 0.029 0.029 0.000 0.00 0.00 620 0.307 0.0092 234 0.0103 124 0.029 0.029 0.000 0.00 0.00 625 0.306 0.0092 110 0.0105 125 0.030 0.030 0.000 0.00 0.00 630 0.304 0.0091 109 0.0105 126 0.030 0.030 0.000 0.00 0.00 635 0.303 0.0091 235 0.0107 127 0.030 0.030 0.000 0.00 0.00 640 0.301 0.0091 108 0.0108 128 0.030 0.030 0.000 0.00 0.00 645 0.300 0.0090 107 0.0109 129 0.031 0.031 0.000 0.00 0.00 650 0.298 0.0090 236 0.0110 130 0.031 0.031 0.000 0.00 0.00 655 0.297 0.0089 106 0.0111 131 0.031 0.031 0.000 0.00 0.00 660 0.295 0.0089 105 0.0112 132 0.032 0.032 0.000 0.00 0.00 665 0.294 0.0088 237 0.0114 133 0.032 0.032 0.000 0.00 0.00 670 0.292 0.0088 104 0.0114 134 0.032 0.032 0.000 0.00 0.00 675 0.291 0.0088 103 0.0116 135 0.033 0.033 0.000 0.00 0.00 680 0.290 0.0087 238 0.0117 136 0.033 0.033 0.000 0.00 0.00 685 0.288 0.0087 102 0.0119 137 0.033 0.033 0.000 0.00 0.00 690 0.287 0.0086 101 0.0120 138 0.034 0.034 0.000 0.00 0.00 695 0.286 0.0086 239 0.0122 139 0.034 0.034 0.000 0.00 0.00 700 0.284 0.0085 100 0.0123 140 0.035 0.035 0.000 0.00 0.00 705 0.283 0.0085 99 0.0125 141 0.035 0.035 0.000 0.00 0.00 710 0.282 0.0085 240 0.0126 142 0.035 0.035 0.000 0.00 0.00 715 0.280 0.0084 98 0.0128 143 0.036 0.036 0.000 0.00 0.00 720 0.279 0.0084 97 0.0129 144 0.036 0.036 0.000 0.00 0.00 725 0.278 0.0079 241 0.0129 145 0.036 0.036 0.000 0.00 0.00 730 0.277 0.0079 96 0.0128 146 0.036 0.036 0.000 0.00 0.00 735 0.275 0.0078 95 0.0130 147 0.037 0.037 0.000 0.00 0.00 740 0.274 0.0078 242 0.0132 148 0.037 0.037 0.000 0.00 0.00 745 0.273 0.0077 94 0.0134 149 0.038 0.038 0.000 0.00 0.00 750 0.272 0.0077 93 0.0136 150 0.038 0.038 0.000 0.00 0.00 755 0.271 0.0077 243 0.0138 151 0.039 0.039 0.000 0.00 0.00 760 0.269 0.0076 92 0.0140 152 0.039 0.039 0.000 0.00 0.00 765 0.268 0.0076 91 0.0143 153 0.040 0.040 0.000 0.00 0.00 770 0.267 0.0076 244 0.0145 154 0.041 0.041 0.000 0.00 0.00 775 0.266 0.0075 90 0.0148 155 0.042 0.042 0.000 0.00 0.00 780 0.265 0.0075 89 0.0150 156 0.042 0.042 0.000 0.00 0.00 785 0.264 0.0075 245 0.0153 157 0.043 0.043 0.000 0.00 0.00 790 0.263 0.0075 88 0.0155 158 0.044 0.044 0.000 0.00 0.00 795 0.261 0.0074 87 0.0159 159 0.045 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0.0257 176 0.072 0.054 0.019 5.61 27.36 885 0.244 0.0069 75 0.0259 177 0.073 0.054 0.019 5.77 33.13 890 0.243 0.0069 252 0.0268 178 0.076 0.054 0.022 6.56 39.70 895 0.242 0.0069 74 0.0285 179 0.080 0.054 0.027 7.98 47.68 900 0.241 0.0068 73 0.0294 180 0.083 0.054 0.029 8.78 56.46 905 0.240 0.0068 253 0.0316 181 0.089 0.054 0.035 10.60 67.06 910 0.239 0.0068 72 0.0328 182 0.093 0.054 0.039 11.65 78.71 915 0.238 0.0068 71 0.0357 183 0.101 0.054 0.047 14.09 92.80 920 0.237 0.0067 254 0.0374 184 0.106 0.054 0.052 15.53 108.33 925 0.237 0.0067 70 0.0515 185 0.145 0.054 0.091 27.43 135.75 930 0.236 0.0067 69 0.0540 186 0.152 0.054 0.099 29.59 165.35 935 0.235 0.0067 255 0.0609 187 0.172 0.054 0.118 35.43 200.78 940 0.234 0.0066 68 0.0654 188 0.185 0.054 0.131 39.23 240.01 945 0.233 0.0066 67 0.0909 189 0.256 0.054 0.202 60.74 300.75 950 0.232 0.0066 256 0.1004 190 0.283 0.054 0.229 68.81 369.55 955 0.232 0.0066 66 0.1250 191 0.353 0.054 0.299 89.63 459.19 960 0.231 0.0066 65 0.1820 192 0.513 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1091.87 1110 0.210 0.0060 45 0.0115 222 0.032 0.054 -0.021 -6.38 1085.49 1115 0.209 0.0059 267 0.0113 223 0.032 0.054 -0.022 -6.59 1078.89 1120 0.209 0.0059 44 0.0110 224 0.031 0.054 -0.023 -6.79 1072.10 1125 0.208 0.0059 43 0.0108 225 0.031 0.054 -0.023 -6.98 1065.13 1130 0.207 0.0059 268 0.0106 226 0.030 0.054 -0.024 -7.15 1057.97 1135 0.207 0.0059 42 0.0104 227 0.029 0.054 -0.024 -7.32 1050.65 1140 0.206 0.0058 41 0.0102 228 0.029 0.054 -0.025 -7.48 1043.17 1145 0.206 0.0058 269 0.0100 229 0.028 0.054 -0.025 -7.64 1035.53 1150 0.205 0.0058 40 0.0099 230 0.028 0.054 -0.026 -7.79 1027.74 1155 0.204 0.0058 39 0.0097 231 0.027 0.054 -0.026 -7.93 1019.82 1160 0.204 0.0058 270 0.0095 232 0.027 0.054 -0.027 -8.06 1011.76 1165 0.203 0.0058 38 0.0094 233 0.026 0.054 -0.027 -8.19 1003.57 1170 0.203 0.0057 37 0.0092 234 0.026 0.054 -0.028 -8.31 995.25 1175 0.202 0.0057 271 0.0091 235 0.026 0.054 -0.028 -8.43 986.82 1180 0.201 0.0057 36 0.0090 236 0.025 0.054 -0.028 -8.55 978.27 1185 0.201 0.0057 35 0.0088 237 0.025 0.054 -0.029 -8.66 969.61 1190 0.200 0.0057 272 0.0087 238 0.025 0.054 -0.029 -8.76 960.85 1195 0.200 0.0057 34 0.0086 239 0.024 0.054 -0.030 -8.87 951.98 1200 0.199 0.0057 33 0.0085 240 0.024 0.054 -0.030 -8.97 943.02 1205 0.199 0.0056 273 0.0079 241 0.022 0.054 -0.032 -9.48 933.54 1210 0.198 0.0056 32 0.0078 242 0.022 0.054 -0.032 -9.55 923.99 1215 0.198 0.0056 31 0.0077 243 0.022 0.054 -0.032 -9.64 914.35 1220 0.197 0.0056 274 0.0076 244 0.021 0.054 -0.032 -9.72 904.63 1225 0.197 0.0056 30 0.0075 245 0.021 0.054 -0.033 -9.80 894.83 1230 0.196 0.0056 29 0.0074 246 0.021 0.054 -0.033 -9.88 884.95 1235 0.196 0.0055 275 0.0073 247 0.021 0.054 -0.033 -9.96 874.99 1240 0.195 0.0055 28 0.0072 248 0.020 0.054 -0.033 -10.03 864.96 1245 0.194 0.0055 27 0.0071 249 0.020 0.054 -0.034 -10.10 854.86 1250 0.194 0.0055 276 0.0070 250 0.020 0.054 -0.034 -10.17 844.69 1255 0.193 0.0055 26 0.0070 251 0.020 0.054 -0.034 -10.24 834.45 1260 0.193 0.0055 25 0.0069 252 0.019 0.054 -0.034 -10.31 824.14 1265 0.192 0.0055 277 0.0068 253 0.019 0.054 -0.035 -10.37 813.77 1270 0.192 0.0054 24 0.0067 254 0.019 0.054 -0.035 -10.43 803.34 1275 0.191 0.0054 23 0.0067 255 0.019 0.054 -0.035 -10.49 792.84 1280 0.191 0.0054 278 0.0066 256 0.019 0.054 -0.035 -10.55 782.29 1285 0.190 0.0054 22 0.0065 257 0.018 0.054 -0.035 -10.61 771.68 1290 0.190 0.0054 21 0.0065 258 0.018 0.054 -0.036 -10.67 761.01 1295 0.189 0.0054 279 0.0064 259 0.018 0.054 -0.036 -10.72 750.29 1300 0.189 0.0054 20 0.0063 260 0.018 0.054 -0.036 -10.77 739.52 1305 0.189 0.0053 19 0.0063 261 0.018 0.054 -0.036 -10.83 728.69 1310 0.188 0.0053 280 0.0062 262 0.018 0.054 -0.036 -10.88 717.82 1315 0.188 0.0053 18 0.0062 263 0.017 0.054 -0.036 -10.93 706.89 1320 0.187 0.0053 17 0.0061 264 0.017 0.054 -0.037 -10.98 695.91 1325 0.187 0.0053 281 0.0060 265 0.017 0.054 -0.037 -11.02 684.89 1330 0.186 0.0053 16 0.0060 266 0.017 0.054 -0.037 -11.07 673.82 1335 0.186 0.0053 15 0.0059 267 0.017 0.054 -0.037 -11.11 662.71 1340 0.185 0.0053 282 0.0059 268 0.017 0.054 -0.037 -11.16 651.55 1345 0.185 0.0052 14 0.0058 269 0.016 0.054 -0.037 -11.20 640.35 1350 0.184 0.0052 13 0.0058 270 0.016 0.054 -0.037 -11.24 629.11 1355 0.184 0.0052 283 0.0057 271 0.016 0.054 -0.038 -11.28 617.82 1360 0.183 0.0052 12 0.0057 272 0.016 0.054 -0.038 -11.33 606.49 1365 0.183 0.0052 11 0.0056 273 0.016 0.054 -0.038 -11.37 595.13 1370 0.183 0.0052 284 0.0056 274 0.016 0.054 -0.038 -11.40 583.73 1375 0.182 0.0052 10 0.0055 275 0.016 0.054 -0.038 -11.44 572.28 1380 0.182 0.0052 9 0.0055 276 0.016 0.054 -0.038 -11.48 560.80 1385 0.181 0.0051 285 0.0055 277 0.015 0.054 -0.038 -11.52 549.29 1390 0.181 0.0051 8 0.0054 278 0.015 0.054 -0.039 -11.55 537.74 1395 0.180 0.0051 7 0.0054 279 0.015 0.054 -0.039 -11.59 526.15 1400 0.180 0.0051 286 0.0053 280 0.015 0.054 -0.039 -11.62 514.53 1405 0.180 0.0051 6 0.0053 281 0.015 0.054 -0.039 -11.66 502.87 1410 0.179 0.0051 5 0.0053 282 0.015 0.054 -0.039 -11.69 491.18 1415 0.179 0.0051 287 0.0052 283 0.015 0.054 -0.039 -11.72 479.46 1420 0.178 0.0051 4 0.0052 284 0.015 0.054 -0.039 -11.75 467.71 1425 0.178 0.0050 3 0.0051 285 0.014 0.054 -0.039 -11.78 455.92 1430 0.177 0.0050 288 0.0051 286 0.014 0.054 -0.039 -11.82 444.11 1435 0.177 0.0050 2 0.0051 287 0.014 0.054 -0.039 -11.85 432.26 1440 0.177 0.0051 1 0.0050 288 0.014 0.054 -0.040 -11.88 420.39 NOTES: Yellow values: NOAA precipitation (in) divided by duration (hrs) llP: precipitation falling between durations ti-1 and ti (inches). LllP + P total= 4.24 inches Green value: infiltration reaches maximum value, and inflow is larger than infiltration. Ponding starts. Red value: Infiltration becomes larger than inflow and level of pond starts to reduce llV-Pond: Change in Pond volume at every time interval. Vpond: Volume of water in the ponding system at a given time. Blue value: Maximum pond volume. It must be smaller than total volume.