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HomeMy WebLinkAboutMS 05-29; ADAMS STREET SUBDIVISION; PRELIMINARY DRAINAGE STUDY; 2008-04-02J.N. 051139-5 PRELIMINARY DRAINAGE STUDY FOR Adams Street (Portion of Lots 5&6 of Map 2152) MS 05-29 RECEIVED APR19 2008 CITY OF CARLSBAD PLANNING DEPT Job No. 051139 Revised April 2, 2008 Revised: May 4, 2007 Revised: November 13, 2006 Revised: September 13, 2006 Prepared: October 1, 2005 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Ave West Suite 100 Carlsbad, California 92010 Tel: (760) 931-7700 Fax: (760)931-8680 Meg Carroll RCE 46935 0 Exp. 9-30-07 Date /M5 5-2.'1 J.N. 051139-5 TABLE OF CONTENTS SECTION 1 INTRODUCTION Purpose of Study Scope STUDY AREA Soils Groups Land Uses HYDROLOGY Rational Method Description Detention Calculations CONCLUSION SECTION 2 Vicinity Map Soil Group Map, San Diego County Hydrology Manual Runoff Coefficients, San Diego County Hydrology Manual Isopluvial Maps, San Diego County Hydrology Manual 100-year, 6-Hour 100-year, 24-Hour San Diego County Soils Interpretation Study, San Diego County Hydrology Manual Overland Time of Flow Nomograph - Figure 3-3 & 3-4, San Diego County Hydrology Manual Intensity-Duration Design Chart - Figure 3-2, San Diego County Hydrology Manual SECTION 3 Hydrology 100-year Analysis Existing Conditions - Entire Site Existing Conditions - Limited to Proposed Pad Area Proposed Conditions Ultimate Conditions - Adams Street Hydraulic Analysis of Existing Storm Drain per Dwg. No. 369-9 SECTION 4 Detention Calculations SECTION 5 Exhibit A Drainage Map - Existing/Entire Site Exhibit B Drainage Map - Existing/Limited To Proposed Pad Area Exhibit C Drainage Map - Proposed Exhibit D Drainage Map - Ultimate Condition Adams Street Exhibit E Drawing No. 369-9 with new HGL J.N. 051139-5 INTRODUCTION Purpose of Study The purpose of this drainage study is to determine the runoff quantities in order to calculate the required storm drainage systems and to ensure that the flow from-the site after development is no greater than the existing flow from the site for Adams Street, Portion of Lots 5 & 6 of Map 2152. Also, the ultimate (future) condition for Adams Street was analyzed to ensure that the extra flow generated from the widening of Adams Street doesn't overflow the downstream storm drain system. (See City of Carlsbad Dwg. No. 369-9) Scope This study analyzes the 100-year peak flows for the existing and proposed conditions of the site at Adams Street, Portion of Lots 5 & 6 of Map 2152 as well as the ultimate condition for Adams Street. This study also analyzes the detention properties and outflow of an infiltration trench detention system in order to ensure that the flow from the site after development is no greater than the existing flow from the site. STUDY AREA Soils Groups Type A soils per the San Diego County Soils Interpretation Study were used to analyze the site. Land Use The site is currently undeveloped. For existing condition, Undisturbed Natural Terrain was utilized and Low Medium Density Residential for the proposed condition. Proposed development will consist of two single-family houses and open space. The proposed land use will be modeled based upon the percentage of impervious surface area per the San Diego Hydrology Manual for the purpose of this drainage study. HYDROLOGY The rational method for storm water runoff was used for this study according to the County of San Diego Hydrology Manual and Design Procedure Manual. Rational Method Description The rational method, as described in the 2003 San Diego County Flood Control/Hydrology Manual, is used to estimate surface runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surface) J.N. 051139-5 I = intensity (varies with time of concentration) A = area in acres A computer program developed by CivilCADD/C1VILDESIGN Engineering Software © 2004, Version 7.4, was used to determine the times of concentration and corresponding intensities and flows for the various hydrological processes performed in this model. This program also determines the street flow and pipe flow characteristics for each segment modeled. Program Process The rational method program is a computer-aided design program where the user develops a node link model of the watershed. The node link model is created by developing independent node link models of each interior watershed and linking these submodels together at confluence points. The program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: Initial sub-area input, top of stream. Street flow through sub-area, includes sub-area runoff. Addition of runoff from sub-area to stream. Street inlet and parallel street and pipe flow and area. Pipe flow travel time (program estimated pipe size). Pipe flow travel time (user-specified pipe size). Improved channel travel - Area add option. Irregular channel travel time Area add option. User-specified entry of data at a point. Confluence at downstream point in current stream. Confluence of main streams. Detention Calculations A rational hydrograph was constructed per section 6 of the San Diego County Hydrology Manual for each proposed infiltration trench. The hydrographs along with flood routing calculations mathematically predict the outflow from the infiltration trench. The infiltration trenches can then be constructed to ensure that the flow from the site after development is no greater than the existing flow from the site. For the calculations used and the results of the detention calculations, see SECTION 4. J.N. 051139-5 CONCLUSION The on-site drainage systems have been analyzed and based on the output results the following conclusions have been made for a 100-year storm: Existing Conditions - Entire Site Lot 5: The total Q for Lot 5 = 0.67 CFS (See Exhibit A) Lot 6: The total Q for Lot 6=0.20 CFS (See Exhibit A) Existing Conditions - Limited to Proposed Pad Area The total Q for the area of existing land roughly equal to the area of proposed development and limited to the proposed pad area = 036 0.4 CFS (See Exhibit B) Proposed Conditions Basin 1: The total Q for basin 1 = 0.78 CFS (See Exhibit C) Basin 2A: The total Q for basin 2A = 0.08 CFS (See Exhibit C) Basin 2B: The total Q for basin 2B = 0.11 CFS (See Exhibit C) Basin 2C: The total Q for basin 2C = 0.05 CFS (See Exhibit C) Basin 5: The total Q for basin 5 = 0.27 CFS (See Exhibit C) Total Basins 1-5 = 1.3 CFS > 0.4 CFS For the proposed condition (see section-3 for runoff calculation), there would be an increase in flows, which could be attributed to the increase of impervious areas due to the houses and driveways. Some areas with concrete, like the backyard patios, will use pervious concrete to minimize this increase. Also, infiltration trenches will be installed to detain the flows, achieving an outlet proposed Q that is equal to the existing Q. Infiltration Trench Detention Calculation: According to the detention calculations from SECTION 4, the total Q, found from the sum of the peak outflows from the infiltration trenches = 0.30+0.02+0.02+0.01+0.07 = 0.42 - 0.4 CFS The total Q flowing from the developed area under proposed conditions (Q=0.4 CFS) is equal to the total Q for that same area under existing conditions (Q=0.4 CFS). J.N. 051139-5 Adams Street Ultimate Condition According the hydrologic calculations in SECTION 3, the total added flow, Q, from a widened Adams Street is equal to 0.8 CFS. This flow was added to the existing flow of 10.0 CFS from City of Carlsbad Dwg. No. 369-9 and a hydraulic analysis was done. (See SECTION 3). See Exhibit D for a hydrologic drainage map. See Exhibit E for the new HGL for the 18" RCP storm drain from Dwg. No.. 369-9. It was determined that with the additional flow, the existing storm drain .is still adequate. Although, the upper reach of the storm drain will be under pressure during the 100-year storm, the HGL is below street level. I I 1 I SITE CITY OF HIGH WAYL 10 LIAGE DR - '\LAND \ PACIFIC OCEAN CITY OF VISTA CITY OF SAN MARCOS \ .) DAMS UT° HEDIONDA LAGOON CITY OF R( pALOtAP - CARL BAD 1', .7 LCA .1 WC/NITY MAP NO SCALE ¼ J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology-manual Rational Hydrology Study Date: 09/23/05 ----------------------------------------------------------------- ADAMS STREET LOT 5& 6 EXISTING CONDITION FOR 100 YEAR 100 SERIES FOR LOT 5 ----------------------------------------------------------------- ********* Hydrology Study Control Information ********** ----------------------------------------------------------------- Program License Serial Number 5007 ----------------------------------------------------------------- Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used +++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 102.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 44.000(Ft.) Highest elevation = 75.300(Ft.) Lowest elevation = 64.200(Ft.) Elevation difference = ll.loo(Ft.) Slope = 25.227 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 25.23 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.52 minutes TC = (1.8*(1.1_C)*distance(Ft.)'.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.2000)*( 100.000A.5)/( 25.227A(1/3)1= 5.52 Rainfall intensity (I) = 6.177(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.161(CFS) Total initial stream area = 0.130(Ac.) J.N. 051139-5 ++ ++ + + + + + + +++++++++ +++++++++++++++ ++ ++++++++++++++++++++ ++++++++ Process from Point/Station 102.000 to Point/Station 104.000 ** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 64.200(Ft.) Downstream point elevation = 2.000 (Ft.) Channel length thru subarea = 280.000 (Ft.) Channel base width = 95.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.444(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 0.500 (Ft.) Flow(q) thru subarea = 0.444(CFS) Depth of flow = 0.006(Ft.), Average velocity = 0.772(Ft/s) Channel flow top width = 95.604(Ft.) Flow Velocity = 0.77(Ft/s) Travel time = 6.04 mm. Time of concentration = 11.57 mm. Critical depth = 0.009(Ft.) Adding area flow to channel Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Rainfall intensity = 3.835(InfHr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.200 CA = 0.174 Subarea runoff = 0. 507(CFS) for 0.740 (Ac.) Total runoff = 0.667(CFS) Total area = 0.870(Ac.) Depth of flow = 0.008(Ft.), Average velocity = 0.908(Ft/s) Critical depth = 0.011(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 104.000 to Point/Station 104.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.870(Ac.) Runoff from this stream = 0.667(CFS) Time of concentration = 11.57 mm. Rainfall intensity = 3.835(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/H.r) 1 0.667 11.57 3.835 Qmax(1) = 1.000 * 1.000 * 0.667) + = 0.667 J.N. 051139-5 Total of 1 streams to confluence: Flow rates before confluence point: 0.667 Maximum flow rates at confluence using above data: 0.667 Area of streams before confluence: 0.870 Results of confluence: Total flow rate = 0.667(CFS) Time of concentration = 11.567 mm. Effective stream area after confluence = 0.870(Ac.) End of computations, total study area = 0.870 (Ac.) J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology 'manual Rational Hydrology Study Date: 09/23/05 ADAMS STREET LOT 5 & 6 EXISTING CONDITION FOR 100 YEAR 200 SERIES FOR LOT 6 ********* Hydrology Study Control Information ********** Program License Serial Number 5007 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used +++++++++++ + +++ ++ + + ++++++++++++++++++++ +++++++++++++++ ++++++ + Process from Point/Station 200.000 to Point/Station 202.000 *** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 40.000(Ft.) Highest elevation = 71.300 (Ft.) Lowest elevation = 63.300(Ft.) Elevation difference = 8.000(Ft.) Slope = 20.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 20.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.97 minutes TC = (1.8* (1.1-C) *djstance(Ft •)A 5)/ (% slopeA (1/3)] TC = (1.8*(1.1_0.2000)*( 100.000A.5)/( 20.000A(1/3)]= 597 Rainfall intensity (I) = 5.876(In/Hr) for a 100.0 year storm J.N. 051139-5 Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.012(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 202.000 to Point/StatiOn.. 204.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 63.300 (Ft.) Downstream point elevation = 2.000(Ft.) Channel length thru subarea = 250.000(Ft.) Channel base width = 50.000(Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.136(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 0.500 (Ft.) Flow(q) thru subarea = 0.136(CFS) Depth of flow = 0.004(Ft.), Average velocity = 0.639(Ft/s) Channel flow top width = 50.423 (Ft.) Flow Velocity = 0.64(Ft/s) Travel time = 6.52 mm. Time of concentration = 12.49 mm. Critical depth = 0.006(Ft.) Adding area flow to channel Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Rainfall intensity = 3.650(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.200 CA = 0.054 Subarea runoff = 0.185(CFS) for 0.260 (Ac.) Total runoff = 0.197(CFS) Total area = Depth of flow = 0.005(Ft.), Average velocity = 0 Critical depth = 0.008(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 204.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.270(Ac.) Runoff from this stream = 0.197(CFS) Time of concentration = 12.49 mm. Rainfall intensity = 3.650(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) year storm 0. 270 (Ac.) 742 (Ft/s) J.N. 051139-5 1 0.197 12.49 3.650 Qmax(l) = 1.000 * 1.000 * 0.197) + = 0.197 Total of 1 streams to confluence: Flow rates before confluence point: 0.197 Maximum flow rates at confluence using above data: 0.197 Area of streams before confluence: 0.270 Results of confluence: Total flow rate = 0.197(CFS) Time of concentration = 12.485mm. Effective stream area after confluence = 0.270(Ac.) End of computations, total study area = 0.270 (Ac.) Li J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/02/05 ------------------------------------------------------------------------ LOTS 5 & 6 EXISTING DRAINAGE (Adams Street) - 100 YEAR G\ACCTS\05113 9\EX300 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** Program License Serial Number 5014 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual IC, values used Process from Point/Station 300.000 to Point/Station 302.000 ** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 (MEDIUM DENSITY RESIDENTIAL I (4.3 DU/A or Less Impervious value, Ai = 0.300 Sub-Area C Value = 0.410 Initial subarea total flow distance = 22.000(Ft.) Highest elevation = 78.830(Ft.) Lowest elevation = 77.500(Ft.) Elevation difference = 1.330(Ft.) Slope = 6.045 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.04 %, in a development type of 4.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 6.70 minutes (for slope value of 5.00 %) Rainfall intensity (I) = 5.454(In/Hr) for a 100.0 year storm J.N. 051139-5 I Effective runoff coefficient used Subarea runoff = 0.022(CFS) Total initial stream area = for area (Q=KCIA) is C = 0.410 0 .010 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 302.000 to Point/Station. 304.000 IMPROVED CHANNEL TRAVEL TIME .**** Upstream point elevation = 77.500(Ft.) Downstream point elevation = 68.250(Ft.) Channel length thru subarea = 155.000 (Ft.) Channel base width = 25.000 (Ft.) Slope or 'Z' of left channel bank = 50.000 Slope or 'Z' of right channel bank = 50.000 Estimated mean flow rate at midpoint of channel = 0.152(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500 (Ft.) Flow(q) thru subarea = 0.152(CFS) Depth of flow = 0.007(Ft.), Average velocity = 0.868(Ft/s) Channel flow top width = 25.689 (Ft.) Flow Velocity = 0.87 (Ft/s) Travel time = 2.98 mm. Time of concentration = 9.68 mm. Critical depth = 0.010(Ft.) Adding area flow to channel User specified 'C' value of 0.800 given for subarea Rainfall intensity = 4.303(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.080 Subarea runoff = 0.322(CFS) for 0.090 (Ac.) Total runoff = 0.344(CFS) Total area = 0.100(Ac.) Depth of flow = 0.011(Ft.), Average velocity = 1.197(Ft/s) Critical depth = 0.018(Ft.) End of computations,, total study area = 0.100 (Ac.) I J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/04/07 ------------------------------------------------------------------------ ********* Hydrology Study Contro]! Information ********** HYDROLOGY STUDY - ADAMS STREET LOT 5&6 EXISTING CONDITIONS WITHIN PROPOSED PAD AREA RB 5-4-07 G:\ACCTS\051139\HYDROLOGY STUDIES\EXST.OUT.DOC ------------------------------------------------------------------------ Program License Serial Number 5014 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.64; San Diego hydrology manual 'C' values used Process from Point/Station 100.000 to Point/Station 102.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 45.000(Ft.) Highest elevation = 75.000(Ft.) Lowest elevation = 64.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 24.444 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 24.44 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.58 minutes TC = (1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)) TC = (1.8*(1.1_0.2000)*( 100.000A.5)/( 24.444A(1/3)1= 5.58 Rainfall intensity (I) = 6.135(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.163(CFS) Total initial stream area = 0.133(Ac.) J.N. 051139-5 +++++++++++++++++++ ++ + + + + +++ + ++++++ ++++++ +++++++++++++ +++++++++++++++ + Process from Point/Station 102.000 to Point/Station 104.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstram point elevation = 64.000(Ft.) Downstream point elevation = 40.000 (Ft.) Channel length thru subarea = 150.000 (Ft.) Channel base width = 90.000 (Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel = 0.297(CFS) Manning's 'N' = 0.030 Maximum depth of channel = 0.450 (Ft.) Flow(q) thru subarea = 0.297(CFS) Depth of flow = 0.005(Ft.), Average velocity = 0.607(Ft/s) Channel flow top width = 91.080(Ft.) Flow Velocity = 0.61 (Ft/B) Travel time = 4.12 mm. Time of concentration = 9.70 mm. Critical depth = 0.007(Ft.) Adding area flow to channel Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Rainfall intensity = 4.296(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.200 CA = 0.082 Subarea runoff = 0.190(CFS) for 0.278 (Ac.) Total runoff = 0.356(CFS) Total area = 0.411 (Ac.) Depth of flow = 0.006(Ft.), Average velocity = 0.651(Ft/s) Critical depth = 0.008(Ft.) End of computations, total study area = 0.411 (Ac.) J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/30/07 - ------------------------------------------------------------------------ PROPOSED CONDITION - 100 YEAR HYDROLOGY STUDY - BASIN 1 Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used Process from Point/Station 100.000 to Point/Station 102.000 *** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.480 Initial subarea total flow distance = 49.000(Ft.) Highest elevation = 77.300(Ft.) Lowest elevation = 70.380(Ft.) Elevation difference = 6.920(Ft.) Slope = 14.122 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 14.12 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.62 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slópeA(1/3)] TC = (1.8*(1.1_0.4800)*( 100.000.5)/( 14.122A(1/3)1= 4.62 Calculated TC of 4.617 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.480 Subarea runoff = 0.038(CFS) J.N. 051139-5 Total initial stream area = 0.012 (Ac.) ++++ +++ + + + + + + + ++++++ +++++ + ++++ +++++++++++++++ ++++++++++++++++ +++++++++ Process from Point/Station 102.000 to Point/Station 106.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 70.380(Ft.) End of street segment elevation = 62.150(Ft.) Length of street segment = 56.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 4.000(Ft.) Distance from crown to crossfall grade break = 2. 500 (Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on (1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.120(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.081 (CFS) Depth of flow = 0.025(Ft.), Average velocity = 2 345 (Ft/8) Streetf low hydraulics at midpoint of street travel: Halfstreet flow width = 2.226(Ft.) Flow velocity = 2.35(Ft/s) Travel time = 0.40 mm. TC = 5.02 mm. Adding area flow to street User specified 'C' value of 0.700 given for subarea Rainfall intensity = 6.574(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 0.032 Subarea runoff = 0.174(CFS) for 0.034(Ac.) Total runoff = 0.212(CFS) Total area = 0.046 (Ac.) Street flow at end of street = 0.212(CFS) Half street flow at end of street = 0.212(CFS) Depth of flow = 0.038(Ft.), Average velocity = 3.102(Ft/s) Flow width (from curb towards crown)= 2.885(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 106.000 to Point/Station 110.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation.= 62.150(Ft.) End of street segment elevation = 58.940(Ft.) Length of street segment = 28.500(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 4.000(Ft.) Distance from crown to crossfall grade break = 2.500 (Ft Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 0.000(Ft.) Slope from curb to property line (v/hz) = 0.000 J.N. 051139-5 Gutter width = 1.500(Ft.) Gutter hike from flowline = 0.120(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of Street = 0.254(CFS) Depth of flow = 0.043(Ft), Average velocity = 2.966(Ft/s) Streetf low hydraulics at midpoint of street travel: Halfstreet flow width = 3.174(Ft.) Flow velocity = 2.97 (Ft/s) Travel time = 0.16 mm. TC = 5.18 mm. Adding area flow to street User specified 'C' value of 0.950 given for subarea Rainfall intensity = 6.442(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.950 CA = 0.059 Subarea runoff = 0.168(CFS) for 0.016(Ac.) Total runoff = 0.379(CFS) Total area = 0.062(Ac.) Street flow at end of street = 0.379(CFS) Half street flow at end of street = 0.379(CFS) Depth of flow = 0.052(Ft.), Average velocity = 3.308(Ft/s) Flow width (from curb towards crown)= 3.601 (Ft.) Process from Point/Station 110.000 to Point/Station 110.000 CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.062(Ac.) Runoff from this stream = 0.379(CFS) Time of concentration = 5.18 mm. Rainfall intensity = 6.442(In/Hr) ++++ ++ + ++ ++++ + +++++++ +++++++++++++++++++++++ + + +++++++++++++ ++ Process from Point/Station 112.000 to Point/Station 114.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 33.000(Ft.) Highest elevation = 72.400(Ft.) Lowest elevation = 64.500(Ft.) Elevation difference = 7.900(Ft.) Slope = 23.939 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 23.94 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.62 minutes J.N. 05 1139-5 TC = (1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = (1.8*(1.1_0.2000)*( 100.000A.5)/( 23.939A(1/3)1= 5.62 Rainfall intensity (I) = 6.108(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.007(CFS) Total initial stream area = 0.006(Ac.) Process from Point/Station 114.000 to Point/Station 110.000 ** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 64.500(Ft.) Downstream point/station elevation = 58.940 (Ft.) Pipe length = 3.10 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.007(CFS) Given pipe size = 4.00 (In.) Calculated individual pipe flow = 0.007(CFS) Normal flow depth in pipe = 0.16(In.) Flow top width inside pipe = 1.55(In.) Critical depth could not be calculated. Pipe flow velocity = 6.41(Ft/s) Travel time through pipe = 0.01 mm. Time of concentration (TC) = 5.63 mm. Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.006(Ac.) Runoff from this stream = 0.007(CFS) Time of concentration = 5.63 mm. Rainfall intensity = 6.102(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 110.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 77.000(Ft.) Highest elevation = 70.000(Ft.) Lowest elevation = 58.940(Ft.) Elevation difference = 11.060(Ft.) Slope = 14.364 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 14.36 %, in a development type of General Industrial J.N. 051139-5 In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.70 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = (1.8*(1.1_0.8700)*( 100.000A.5)/( 14.364A(1/3)1= 1.70 Calculated TC of 1.703 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100:0 .year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.046(CFS) Total initial stream area = 0.008 (Ac.) ++ ++ + + + ++++++ +++++ +++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 110.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.008(Ac.) Runoff from this stream = 0.046(CFS) Time of concentration = 1.70 mm. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.379 5.18 6.442 2 0.007 5.63 6.102 3 0.046 1.70 6.587 Qmax(l) = 1.000 * 1.000 * 0.379) + 1.000 * 0.919 * 0.007) + 0.978 * 1.000 * 0.046) + = 0.431 Qmax(2) = 0.947 * 1.000 * 0.3.79) + 1.000 * 1.000 * 0.007) + 0.926 * 1.000 * 0.046) + = 0.409 Qmax(3) = 1.000 * 0.329 * 0.379) + 1.000 * 0.303 * 0.007) + 1.000 * 1.000 * 0.046) + = 0.173 Total of 3 streams to confluence: Flow rates before confluence point: 0.379 0.007 0.046 Maximum flow rates at confluence using above data: 0.431 0.409 0.173 Area of streams before confluence: 0.062 0.006 0.008 Results of confluence: Total flow rate = 0.431(CFS) Time of concentration = 5.175 mm. Effective stream area after confluence = 0.076(Ac.) + ++++++++++.+ + + ++++++ J.N. 051139-5 Process from Point/Station 110.000 to point/Station 116.000 IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 58.940(Ft.) Downstream point elevation = 54.930(Ft.) Channel length thru subarea = 66.000 (Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 0.000 Slope or 'Z' of right channel bank =. 12.500 Estimated mean flow rate at midpoint of channel = 0.573(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.573(CFS) Depth of flow = 0.092(Ft.), Average velocity = 3.935(Ft/s) Channel flow top width = 2.154(Ft.) Flow Velocity = 3.94(Ft/s) Travel time = 0.28 mm. Time of concentration = 5.45 mm. Critical depth = 0.157(Ft.) Adding area flow to channel User specified IC, value of 0.950 given for subarea Rainfall intensity = 6.227(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.950 CA = 0.120 Subarea runoff = 0.314(CFS) for 0.050(Ac.) Total runoff = 0.745(CFS) Total area = 0.126(Ac.) Depth of flow = 0.106(Ft.), Average velocity = 4.237(Ft/s) Critical depth = 0.180(Ft.) Process from Point/Station 116.000 to Point/Station 116.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.126(Ac.) Runoff from this stream = 0.745(CFS) Time of concentration = 5.45 mm. Rainfall intensity = 6.227(In/Hr) Program is now starting with Main Stream No. 2 +++++++++ ++ + + + + +++++++++++ + Process from Point/Station 118.000 to Point/Station 120.000 ** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 (UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 77.000(Ft.) Highest elevation = 70.500(Ft.) J.N. 051139-5 Lowest elevation = 63.600 (Ft.) Elevation difference = 6.900(Ft.) Slope = 8.961 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for tie top area slope value of 8.96 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.80 minutes TC = (1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.2000)*( 100.000A.5)/( 8.961A(1/3)1 = 7.80 Rainfall intensity (I) = 4.945(.In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.010(CFS) Total initial stream area = 0.010(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 122.000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 63.600(Ft.) Downstream point/station elevation = 62.800 (Ft.) Pipe length = 5.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.010(CFS) Given pipe size = 4.00(In.) Calculated individual pipe flow = 0.010(CFS) Normal flow depth in pipe = 0.31(m.) Flow top width inside pipe = 2.14(In.) Critical Depth = 0.64(In.) Pipe flow velocity = 2.97(Ft/s) Travel time through pipe = 0.03 mm. Time of concentration (TC) = 7.83 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++ Process from Point/Station 122.000 to Point/Station 122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.010(Ac.) Runoff from this stream = 0.010(CFS) Time of concentration = 7.83 mm. Rainfall intensity = 4.933(In/Hr) ++++++++++++++.+++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 124.000 to Point/Station 122.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space Impervious value, Ai = 0.000 Sub-Area C Value = 0.200 Initial subarea total flow distance = 27.000 (Ft.) Highest elevation = 64.000(Ft.) Lowest elevation = 62.800(Ft.) J.N. 051139-5 Elevation difference = 1.200(Ft.) Slope = 4.444 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.44 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.85 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)1 TC = (1.8*(1.1_0.2000)*( 100.000A.5)/( 4.444A(1/3)1= 9.85 Rainfall intensity (I) = 4.253(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.200 Subarea runoff = 0.003(CFS) Total initial stream area = 0.003(Ac.) ++++++++++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++ + + + + + Process from Point/Station 122.000 to Point/Station 122.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.003 (Ac.) Runoff from this stream = 0.003(CFS) Time of concentration = 9.85 mm. Rainfall intensity = 4.253(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.010 7.83 4.933 2 0.003 9.85 4.253 Qmax(1) = 1.000 * 1.000 * 0.010) + 1.000 * 0.794 * 0.003) + = 0.012 Qmax(2) = 0.862 * 1.000 * 0.010) + 1.000 * 1.000 * 0.003) + = 0.011 Total of 2 streams to confluence: Flow rates before confluence point: 0.010 0.003 Maximum flow rates at confluence using above data: 0.012 0.011 Area of streams before confluence: 0.010 0.003 Results of confluence: Total flow rate = 0.012(CFS) Time of concentration = 7.827 mm. Effective stream area after confluence = 0.013(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 122.000 to Point/Station 126.000 PIPEFLOW TRAVEL TIME (User specified size) upstream point/station elevation = 62.800 (Ft.) Downstream point/station elevation = 56.500 (Ft.) Pipe length = 34.00(Ft.) Manning's N = 0.013 J.N. 051139-5 No. of pipes = 1 Required pipe flow = 0.012(CFS) Given pipe size = 4.00(In.) Calculated individual pipe flow = 0.012(CFS) Normal flow depth in pipe = 0.33 (In.) Flow top width inside pipe = 2.21(In.) Critical Depth = 0.71(In.) Pipe flow velocity = 3.35(Ft/s) Travel time through pipe = 0.17 mm. Time of concentration (TC) = 8.00 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 126.000 to Point/Station 128.000 *** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.500(Ft.) Downstream point elevation = 56.000 (Ft.) Channel length thru subarea = 34.000 (Ft.) Channel base width = 1.000 (Ft.) Slope or 'Z' of left channel bank = 4.170 Slope or 'Z' of right channel bank = 4.170 Estimated mean flow rate at midpoint of channel = 0.021 (CFS) Manning's 'N' = 0.025 Maximum depth of channel = 0.120(Ft.) Flow(q) thru subarea = 0.021(CFS) Depth of flow = 0.029(Ft.), Average velocity = 0.639 (Ft/s) Channel flow top width = 1.245 (Ft.) Flow Velocity = 0.64 (Ft/s) Travel time = 0.89 mm. Time of concentration = 8.88 mm. Critical depth = 0.023 (Ft.) Adding area flow to channel User specified 'C' value of 0.340 given for subarea Rainfall intensity = 4.546(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.340 CA = 0.011 Subarea runoff = 0.039(CFS) for 0.020(Ac.) Total runoff = 0.051(CFS) Total area = 0.033 (Ac.) Depth of flow = 0.049(Ft.), Average velocity = 0.865(Ft/s) Critical depth = 0.041(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 128.000 to Point/Station 130.000 PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 55.000 (Ft.) Downstream point/station elevation = 54.600(Ft.) Pipe length = 21.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.051(CFS) Given pipe size = 4.00(In.) Calculated individual pipe flow = 0.051(CFS) Normal flow depth in pipe = 1.20(In.) Flow top width inside pipe = 3.67(In.) Critical Depth = 1.49(m.) Pipe flow velocity = 2.34(Ft/s) Travel time through pipe = 0.15 mm. Time of concentration (TC) = 9.03 mm. J.N. 051139-5 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 116.000 *** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 54.600 (Ft.) Downstream point/station elevation = 51.000 (Ft.) Pipe length = 41.42 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.051(CFS) Given pipe size = 4.00(In.) Calculated individual pipe flow = 0.051(CFS) Normal flow depth in pipe = 0.81 (In.) Flow top width inside pipe = 3.22(In.) Critical Depth = 1.49(In.) Pipe flow velocity = 3.99(Ft/s) Travel time through pipe = 0.17 mm. Time of concentration (TC) = 9.21 mm. +++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++++++++++++ Process from Point/Station 116.000 to Point/Station 116.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.033 (Ac.) Runoff from this stream = 0.051(CFS) Time of concentration = 9.21 mm. Rainfall intensity = 4.443(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 0.745 5.45 6.227 2 0.051 9.21 4.443 Qmax(l) = 1.000 * 1.000 * 0.745) + 1.000 * 0.592 * 0.051) + = 0.776 Qmax(2) = 0.713 * 1.000 * 0.745) + 1.000 * 1.000 * 0.051) + = 0.583 Total of 2 main streams to confluence: Flow rates before confluence point: 0.745 0.051 Maximum flow rates at confluence using above data: 0.776 0.583 Area of streams before confluence: 0.126 0.033 Results of confluence: Total flow rate = 0.776(CFS) Time of concentration = 5.455 mm. Effective stream area after confluence = 0.159(Ac.) End of computations, total study area = 0.159 (Ac.) J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/01/07 - ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** HYDROLOGY STUDY - BASIN 2A - PROPOSED CONDITION G:\ACCTS\051139\2A.OUT.DOC 5-1-07 RB ------------------------------------------------------------------------ Program License Serial Number 5014 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used Process from Point/Station 200.000 to Point/Station 201.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction Soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.480 Initial subarea total flow distance = 45.000 (Ft.) Highest elevation = 51.000(Ft.) Lowest elevation = 44.200(Ft.) Elevation difference = 6.800(Ft..) Slope = 15.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 15.11 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.51 minutes TC = [1.8* (1.1-C) *djstance(Ft ) A•5) / (% slopeA(1/3)) TC = [1.8*(1.1_0.4800)*( 100.000A.5)/( 15.110A(1/3)1= 4.51 Calculated TC of 4.514 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.480 Subarea runoff = 0.076(CFS) Total initial stream area = 0.024(Ac.) End of computations, total study area = 0.024 (Ac.) J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (C) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/01/07 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** HYDROLOGY STUDY - BASIN 2B - PROPOSED CONDITION G:\ACCTS\051139\2B.OUT.DOC 5-1-07 RB ------------------------------------------------------------------------ Program License Serial Number 5014 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used +.+++++++++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 204.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.480 Initial subarea total flow distance = 53.000 (Ft.) Highest elevation = 45.000(Ft.) Lowest elevation = 43.700(Ft.) Elevation difference = 1.300(Ft.) Slope = 2.453 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2:.45 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 7.40 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1_0.4800)*( 80.000A.5)/( 2.453A(1/3)1= 7.40 Rainfall intensity (I) = 5.115(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.480 Subarea runoff = 0.110(CFS) Total initial stream area = 0.045(Ac.) End of computations, total study area = 0.045 (Ac.) J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/01/07 - ------------------------------------------------------------------------- Hydrology Study Control Information ********** HYDROLOGY STUDY - BASIN 2C - PROPOSED CONDITION G:\ACCTS\051139\2C.OUT.DOC 5-1-07 RB ------------------------------------------------------------------------ Program License Serial Number 5014 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used Process from Point/Station 207.000 to Point/Station 208.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil. group D = 0.000 (MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai = 0.400 Sub-Area C Value = 0.480 Initial subarea total flow distance = 37.000(Ft.) Highest elevation = 47.000(Ft.) Lowest elevation = 43.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 10.811 % Top of Initial Area Slope adjusted by User to 14.324 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 14.32 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.60 minutes TC = El .8* (1.1-C) *distance (Ft )A 5) / (% slopeA (1/3)] TC= (1.8*(1.1_0.4800)*( 100.000A.5)/( 14.324A(1/3)1 = 4.60 Calculated TC of 4.595 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.480 Subarea runoff = 0.051(CFS) Total initial stream area = 0.016(Ac.) End of computations, total study area = 0.016 (Ac.) J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/01/07 ------------------------------------------------------------------------ ********* Hydrology Study Control Information HYDROLOGY STUDY - BASIN 5 - PROPOSED CONDITION G:\ACCTS\051139\BASIN5.OUT.DOC 5-1-07 RB ------------------------------------------------------------------------ Program License Serial Number 5014 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used Process from Point/Station 500.000 to Point/Station 501.000 *** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.0:00 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [MEDIUM DENSITY RESIDENTIAL (10.9 DU/A or Less Impervious value, Ai = 0.450 Sub-Area C Value = 0.520 Initial subarea total flow distance = 54.000(Ft.) Highest elevation = 52.000(Ft.) Lowest elevation = 51.200(Ft.) Elevation difference = 0.800(Ft.) Slope = 1.481 % Top of Initial Area Slope adjusted by User to 2.963 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 2.96 %, in a development type of 10.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.90 minutes TC = [1.8* (1.1-C) *distance(Ft. ) A •) / ( slopeA (1/3)] TC= [1.8*(1.1_0.5200)*( 90.000A.5)/( 2.963A(1/3)1= 6.90 Rainfall intensity (I) = 5.353(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.520 Subarea runoff = 0.067(CFS) Total initial stream area = 0.024(Ac.) +++++++++++--+++++++++++++++++++++++++++++++++++4-++++++++++++++++++++++ J.N. 051139-5 Process from Point/Station 502.000 to Point/Station 501.000 **** SUBAREA FLOW ADDITION **** User specified 'C' value of 0.560 given for subarea Time of concentration = 6.90 mm. Rainfall intensity = 5.353(In/Hr) for a 10070 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.560 CA = 0.050 Subarea runoff = 0.200(CFS) for 0.065(Ac.) Total runoff = 0.267(CFS) Total area = 0.089(Ac.) End of computations, total study area = 0.089 (Ac.) J.N. 051139-5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 03/17/08 ------------------------------------------------------------------------ HYDROLOGY STUDY - ADAMS ST. ULTIMATE CONDITION ADDITION TO EXST. SD 100 - YEAR STORM CONDITION G:\ACCTS\051139\HYDROLOGY STUDIES\ADAMSEXTRA. DOC RB 3-17-08 ------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Program License Serial Number 5014 ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.500 P6/P24 = 55.6% San Diego hydrology manual 'C' values used +++++++++++++++++++++++++++++++.++++++++++.+++++++++++++++++++++++.+++ Process from Point/Station 100.000 to Point/Station 101.000 INITIAL AREA EVALUATION **** Decimal fraction soil group A = 1.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0000 [INDUSTRIAL area type (General Industrial Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 87.000(Ft.) Lowest elevation = 82.800(Ft.) Elevation difference = 4.200(Ft.) Slope = 8.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.40 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.04 minutes TC = [1.8*(1.1_C)*distance(Ft.)'.5)/(% slope"(1/3)] TC = (1.8*(1.1_0.8700)*( 100.000A.5)/( 8.400A(1/3)1= 2.04 Calculated TC of 2.037 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm J.N. 051139-5 Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.115(CFS) Total initial stream area = 0.020 (Ac.) +++++t++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** SUBAREA FLOW ADDITION User specified 'C' value of 0.900 given for subarea Time of concentration = 2.04 mm. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.900 CA = 0.126 Subarea runoff = 0.715(CFS) for 0.120(Ac.) Total runoff = 0.830(CFS) Total area = 0.140(Ac.) End of computations, total study area = 0.140 (Ac.) J.N. 051139-5 Hyrdraulic Analysis of Existing Storm Drain per Dwg. No. 369-9 With Added Flow from Adams Street Ultimate Condition PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: WSPG COMPUTER MODEL HYDRAULICS CRITEIION) (c) Copyright 1982-2006 Advanced Engineering Software (aes) Ver. 13.0 Release Date: 06/01/2006 License ID 1423 Analysis prepared by: O'Day Consultants 2710 Loker Ave. West Ste. 100 Carlsbad, CA 92010 (760) 931-7700 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * HYDRAULIC CALCULATIONS FOR 18 0 STORM DRAIN AT ADAMS ST * * ADDED FLOW FROM UPSTREAM CONSTRUCTION (Q=+O.8 CFS) * * RB 3-17-08 * ************************************************************************** FILE NAME: G:\ACCTS\051139\ADEX2.DOC TIME/DATE OF STUDY: 16:10 03/17/2008 ****************************************************************************** GRADUALLY VARIED FLOW ANALYSIS FOR PIPE SYSTEM NODAL POINT STATUS TABLE (Note: 11 *11 indicates nodal point data used.) UPSTREAM RUN DOWNSTREAM RUN NODE MODEL PRESSURE PRESSURE+ FLOW PRESSURE+ NUMBER PROCESS HEAD(FT) MOMENTUM(POUNDS) DEPTH(FT) MOMENTUM(POUNDS) 100.00- 1.50 285.53 0.72* 444.75 } FRICTION 101.00- 1.37 Dc 280.37 0.58* 581.06 } MANHOLE 102.00- 1.37 Dc 280.37 0.58* 582.49 } FRICTION 103.00- 1.37*Dc 280.37 1.37*Dc 280.37 } CATCH BASIN 104.00- 2.24* 292.54 0.65 12.44 } FRICTION } HYDRAULIC JUMP 105.00- 1.26*Dc 199.99 1.26*Dc 199.99 } CATCH BASIN 106.00- 2.13* 151.67 1.26 Dc 57.38 ------------------------------------------------------------------------------ MAXIMUM NUMBER OF ENERGY BALANCES USED IN EACH PROFILE = 25 ------------------------------------------------------------------------------ NOTE: STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACFCD WSPG COMPUTER PROGRAM. DOWNSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 100.00 FLOWLINE ELEVATION = 8.03 PIPE FLOW = 13.60 CFS PIPE DIAMETER = 18.00 INCHES ASSUMED DOWNSTREAM CONTROL HGL = 9.530 FEET J.N. 051139-5 NODE 100.00 : HGL = < 8.748>;EGL= < 12.861>;FLOWLINE < 8.030> FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 1 UPSTREAM NODE 101.00 ELEVATION = ------------------------------------------------------------------------------ 16.39 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION LOSSES(LACFCD): PIPE FLOW = 13.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 113.00 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.73 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 1.37 UPSTREAM CONTROL ASSUMED FLOWDEPTH(FT) = 0.58 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 0.577 21.683 7.882 581.06 2.111 0.583 21.381 7.687 573.35 4.283 0.590 21.088 7.499 565.85 6.522 0.596 20.801 7.319 558.54 8.834 0.602 20.522 7.145 551.43 11.228 0.608 20.250 6.979 544.51 13.712 0.614 19.985 6.819 537.77 16.295 0.620 19.726 6.665 531.20 18.990 0.626 19.473 6.518 524.80 21.810 0.632 19.226 6.375 518.56 24.773 0.638 18.986 6.238 512.48 27.898 0.644 18.750 6.107 506.56 31.210 0.650 18.521 5.980 500.78 34.739 0.656 18.296 5.857 495.14 38.523 0.662 18.077 5.740 489.65 42.613 0.668 17.863 5.626 484.29 47.072 0.674 17.654 5.517 479.06 51.989 0.680 17.449 5.411 473.95 57.488 0.686 17.249 5.309 468.97 63.749 0.692 17.053 5.211 464.11 71.052 0.698 16.862 5.116 459.37 79.867 0.704 16.6.75 5.025 454.74 91.074 0.711 16.491 4.936 450.21 106.651 0.717 16.312 4.851 445.80 113.000 0.718 16.269 4.831 444.75 NODE 101.00 : HGL = < 16.967>;EGL= ------------------------------------------------------------------------------ < 24.272>;FLOWLINE < 16.390> FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 2 UPSTREAM NODE 102.00 ELEVATION = 16.72 (FLOW IS SUPERCRITICAL) ------------------------------------------------------------------------------ CALCULATE MANHOLE LOSSES (LACFCD): PIPE FLOW = 13.60 CFS PIPE DIAMETER = 18.00 INCHES AVERAGED VELOCITY HEAD = 7.324 FEET HMN = .05*(AVERAGED VELOCITY HEAD) = .05*( 7.324) = 0.366 ------------------------------------------------------------------------------ NODE 102.00 : HGL = < 17.296>;EGL < 24.639>;FLOWLINE < 16.720> J.N. 051139-5 FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 1 UPSTREAM NODE 103.00 ELEVATION = 33.83 (FLOW IS SUPERCRITICAL) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES (LACFCD): PIPE FLOW = 13.60 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 80.68 FEET MANNING'S N = 0.01300 NORMAL DEPTH(FT) = 0.54 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 1.37 UPSTREAM CONTROL ASSUMED FLOWDEPTH (FT) = 1.37 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL (FT) (FT) (FT/SEC) ENERGY (FT) MOMENTUM (POUNDS) 0.000 1.370 8.033 2.372 280.37 0.014 1.337 8.175 2.375 280.66 0.056 1.304 8.336 2.384 281.51 0.128 1.271 8.516 2.398 282.94 0.233 1.238 8.716 2.418 284.96 0.375 1.205 8.937 2.446 287.61 0.556 1.172 9.180 2.481 290.91 0.784 1.139 9.446 2.525 294.91 1.064 1.106 9.737 2.579 299.66 1.404 1.073 10.055 2.644 305.22 1.816 1.040 10.403 2.721 311.65 2.311 1.007 10.784 2.813 319.04 2.906 0.974 11.201 2.923 327.49 3.621 0.940 11.658 3.052 337.09 4.482 0.907 12.161 3.205 347.99 5.523 0.874 12.714 3.386 360.33 6.792 0.841 13.325 3.600 374.28 8.352 0.808 14.002 3.855 390.07 10.293 0.775 14.754 4.157 407.94 12.752 0.742 15.592 4.520 428.19 15.939 0.709 16.531 4.955 451.19 20.212 0.676 17.588 5.482 477.40 26.246 0.643 18.783 6.125 507.37 35.561 0.610 20.143 6.914 541.79 53.051 0.577 21.701 7.894 581.52 80.680 0.576 21.739 7.919 582.49 NODE 103.00 : HGL = < 35.200>;EGL= -------------------------------------------------------------------------- < 36.202>;FLOWLINE= < 33.830> FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 8 UPSTREAM NODE 104.00 ELEVATION = 34.16 (FLOW UNSEALS IN REACH) CALCULATE CATCH BASIN ENTRANCE ------------------------------------------------------------------------------ LOSSES.(LACFCD): PIPE FLOW = 13.60 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 8.03 FEET/SEC. VELOCITY HEAD = 1.003 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 1.003) = 0.201 NODE 104.00 : HGL = < 36.403>;EGL= ------------------------------------------------------------------------------ < 36.403>;FLOWLINE= < 34.160> J.N. 051139-5 FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 Is CODE = 1 UPSTREAM NODE 105.00 ELEVATION = 37.99 (HYDRAULIC JUMP OCCURS) CALCULATE FRICTION ------------------------------------------------------------------------------ LOSSES (LACFCD): PIPE FLOW = 10.80 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 38.32 ------------------------------------------------------------------------------ FEET MANNING'S N = 0.01300 HYDRAULIC JUMP: DOWNSTREAM RUN ANALYSIS RESULTS NORMAL DEPTH(FT) = 0.59 ------------------------------------------------------------------------------ CRITICAL DEPTH(FT) = 1.26 UPSTREAM CONTROL ASSUMED FLOWDEPTh(FT) = 1.26 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: DISTANCE FROM FLOW DEPTH ------------------------------------------------------------------------------ VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 1.260 6.812 1.981 199.99 0.016 1.233 6.944 1.983 200.12 0.064 1.207 7.087 1.987 200.54 0.149 1.180 7.242 1.995 201.25 0.275 1.153 7.408 2.006 202.27 0.445 1.126 7.588 2.021 203.61 0.666 1.099 7.781 2.040 205.29 0.944 1.072 7.988 2.064 207.34 1.288 1.045 8.211 2.093 209.77 1.708 1.018 8.452 2.128 212.63 2.215 0.992 8.710 2.170 215.93 2.823 0.965 8.988 2.220 219.71 3.553 0.938 9.289 2.278 224.01 4.426 0.911 9.613 2.347 228.89 5.471 0.884 9.964 2.427 234.37 6.728 0.857 10.343 2.519 240.54 8.248 0.830 10.755 2.628 247.45 10.099 0.803 11.203 2.754 255.18 12.382 0.777 11.692 2.901 263.82 15.241 0.750 12.225 3.072 273.48 18.903 0.723 12.810 3.272 284.27 23.750 0.696 13.452 3.508 296.34 30.499 0.669 14.161 3.785 309.86 38.320 0.649 14.750 4.029 321.25 HYDRAULIC JUMP: UPSTREAM RUN ANALYSIS RESULTS DOWNSTREAM CONTROL ASSUMED PRESSURE HEAD(FT) = 2.24 PRESSURE FLOW PROFILE COMPUTED INFORMATION: ------------------------------------------------------------------------------ DISTANCE FROM PRESSURE VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) HEAD(FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 0.000 2.243 6.112 2.823 292.54 8.313 1.500 6.112 2.080 210.61 ASSUMED DOWNSTREAM PRESSURE HEAD(FT) = 1.50 GRADUALLY VARIED FLOW PROFILE COMPUTED INFORMATION: J.N. 05 1139-5 DISTANCE FROM FLOW DEPTH VELOCITY SPECIFIC PRESSURE+ CONTROL(FT) (FT) (FT/SEC) ENERGY(FT) MOMENTUM(POUNDS) 8.313 1.500 6.110 2.080 210.61 8.409 1.490 6.115 2.071 209.67 8.495 1.481 6.125 2.064 208.81 8.574 1.471 6.137 2.056 208.02 8.649 1.462 6.152 2.050 .. 207.28 8.719 1.452 6.169 2.043 206.59 8.785 1.442 6.186 2.037 205.93 8.847 1.433 6.208 2.032 205.32 8.906 1.423 6.230 2.026 204.74 8.962 1.414 6.254 2.021 204.20 9.014 1.404 6.279 2.017 203.69 9.062 1.395 6.305 2.012 203.22 9.108 1.385 6.333 2.008 202.78 9.150 1.375 6.362 2.004 202.37 9.190 1.366 6.392 2.001 201.99 9.226 1.356 6.424 1.997 201.65 9.258 1.347 6.457 1.994 201.33 9.288 1.337 6.491 1.992 201.06 9.315 1.327 6.527 1.989 200.81 9.338 1.318 6.564 1.987 200.59 9.357 1.308 6.602 1.985 200.41 9.374 1.299 6.641 1.984 200.26 9.387 1.289 6.682 1.983 200.14 9.396 1.279 6.724 1.982 200.06 9.402 1.270 6.767 1.981 200.01 9.404 1.260 6.812 1.981 199.99 38.320 1.260 6.812 1.981 199.99 --------------END OF HYDRAULIC JUMP ANALYSIS------------------------ I PRESSURE+MOMENTUM BALANCE OCCURS AT 0.00 FEET UPSTREAM OF NODE 104.00 DOWNSTREAM - DEPTH =2.243 FEET, UPSTREAM CONJUGATE DEPTH = 0.649 FEET NODE 105.00 : HGL = < 39.250>;EGL= < 39.971>;FLOWLINE= < 37.990> FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 Is CODE = 8 UPSTREAM NODE 106.00 ELEVATION = 37.99 (FLOW UNSEALS IN REACH) CALCULATE CATCH BASIN ENTRANCE ------------------------------------------------------------------------------ LOSSES (LACFCD): PIPE FLOW = 10.80 CFS PIPE DIAMETER = 18.00 INCHES FLOW VELOCITY = 6.81 FEET/SEC. VELOCITY HEAD = 0.721 FEET CATCH BASIN ENERGY LOSS = .2*(VELOCITY HEAD) = .2*( 0.721) = 0.144 NODE 106.00 : HGL = < 40.115>;EGL= < 40.115>;FLOWLINE= < 37.990> UPSTREAM PIPE FLOW CONTROL DATA: NODE NUMBER = 106.00 FLOWLINE ELEVATION = 37.99 ASSUMED UPSTREAM CONTROL HGL = 39.25 FOR DOWNSTREAM RUN ANALYSIS END OF GRADUALLY VARIED FLOW ANALYSIS J.N. 051139-5 SECTION 4 1 An inflow hydrograph was created for each basin in order to determine the input flow into each infiltration trench. -I Inflow Hydrograph- Refer to San Diego County Hydrology Manual (Section 6) Rainfall Distribution- For 6-hour Rainfall (Rational Method) The total amount of rainfall (PT(N)) for any given block (N) is determined by the equation below: P1= (IT(*TT)/60 Since TT(N)=NTC in minutes, where (N= an integer number representing the given 1 block number of rainfall) and I=7.44P61Y(-.645), substituting yields: PT(N)0. l24P6(NTc)'(0.355) , (P6=2.5) The distribution of the blocks are (2/3, 1/3), so the peak would occur at (2/3)*6 hours 4 4hours. So the actual rainfall for any given time is PN=PT -PTpj.1) 1 The total amount of inflow (QN) for any given block (N) is determined by the equation below: QN=CAIN, where IN=60PNITC So the actual inflow for any given time is QN=60CAPN/Tc Flood Routing Calculations: For Calculating Storage Capacity of Infiltration Trench at Different depths: - Volume of the trench, VT=L*w*h - Incremental depths of h=0. 1' were used to calculate the different storages. - Trench has filler material with 35% voids. - Volume of subdrain is negligible VT = (L*w*h)*35 % ill J.N. 05 1139-5 For Calculating the Outflow from the Infiltration Trench (CFS): - Flow will leave the infiltration trench from soil percolation, Qp, and through the 4" perforated subdrain via orifice flow, Qo. -' - Total Outflow, QT=QP+QO By modifying the equation for percolation flow, Qp=Lwf+(2/3)Lhf=Lwf(1+(2h/3w)), to incorporate a trench with only one pervious side, the result is: Qp(1/3)Lhf, where L--length of trench, h=height of trench, f=percolation rate The percolation rate for a compact sandy soil is f=2.7"/hr. Converting that to feet per second yields a value of f=6.25*10 5 ft/s. So the equation for the percolation flow is Qp=(2.083*10 5)*L*h Per the San Diego Drainage Design Manual Equation (6-12), orifice flow for a single submerged orifice, Qo=CoAo(2gHo)° where Co=orifice dischargecoefficient, (Co--0.4 per table (6-1)) A0--cross-sectional area of flow through the orifice, A=n-?, r=(3/16)", A0=0. 1 lin2_7.67* 10-4ft2 g=gravitational acceleration (32.2 ft/s), Ho--h, effective head above orifice Note: Qo--O until the water level is above the top of the pipe. For example if the pipe is lying at the base of the trench, Qo=0 until h>0.33'. The effective head would be h-0.33' For a pipe lying at the bottom of an infiltration trench: Qo=(.4)(7.67* 104)((64.4*(h0.33)))05 Qo=3.068* 10((64.4*(h0.33)))°S In order to create the desired outflow, the proper number of 3/8" diameter holes will have to be burned out of the 4" subdrain with an acetylene torch. Assume only 35% of the holes are left unblocked due to the trench filler material. Multiply Qo by the number of holes in the subdrain to get the total outflow due to orifice flow. So, for a pipe lying at the bottom of an infiltration trench: Qo(3.068*104*N)*((64.4*(h0.33)))°S where N equals the number of holes remaining unblocked. For an infiltration trench with the 4" subdrain lying at the bottom: Total Outflow, QT, at h<0.4' = (2.083*10 5)*L*h Total Outflow, QT, at h>0.4' = Qo=(3.068*10*N)*((64.4*(h0.33)))°5 + (2.083*105)*L*h J.N. 051139-5 I I Infiltration Trench Parameters/Basin Information: Basin!: Trench: Length=42' Width=4' Average height=3.6' Tc=5.46 mm. - rounded to 5mm. (6hr*60min)/5 = Number of Blocks 4 72 C=0.79 A=0. 159 AC Pipe lies at bottom of trench Specify an average of 4.5 holes per foot in subdrain Peak Outflow (see spreadsheet calculations) = 0.30 CFS Basin 2A: 1 Trench: Length=16' Width=3. 1' Average height=3' 1 Tc4.5 1 mm. rounded to 5mm. (6hr*60min)/5 = Number of Blocks 4 72 C=0.48 1 A=0.024 AC Bottom of pipe lies 1.0' off bottom of trench Specify 1 hole per foot in subdrain Peak Outflow (see spreadsheet calculations) = 0.02 CFS Basin 2B: Trench: Length=53' Width=3' Average height=2' T=7.40 mm. - rounded to 7mm. (6hr*60min)I = Number of Blocks - 51 C=0.48 A=0.045 AC Pipe lies at bottom of trench Specify an average of 1 hole every 4.2 feet in subdrain Peak Outflow (see spreadsheet calculations) = 0.02 CFS Basin 2C: Trench: Length= 12' Width=3' J.N. 051139-5 Average height=2' Tc4.51 mm. - rounded to 5mm. (6hr*60min)/5 = Number of Blocks 3 72 C=O.48 A=0.016 AC Pipe lies at bottom of trench Specify 1 hole per foot in subdrain Peak Outflow (see spreadsheet calculations) = 0.01 CFS Basin 5: Trench: Length=5 1' Width=3' Average height=2.7' Tc6.90 min. - rounded to 7mm. (6hr*60min)/7 = Number of Blocks 3 51 C=O.56 A=0.089 AC Pipe lies at bottom of trench Specify 1 hole per foot in subdrain Peak Outflow (see spreadsheet calculations) = 0.07 CFS For Basins 1, 2A, 2B, 2C & 5, Qour = 0.4 CFS BASIN 1 INFLOW HYDROGRAPH I RAINFALL DISTRibUTION (IN) FLOW (CFS) TIME (MIN) NUMBER OF BLOCK TT(N) T(N) P(N) 1(N) 0(N) T (MIN) 0 0 0 0.000 0.000 0.000 0.000 2.5 5 71 387.66 2.572 0.013 0.142 0.018 7.5 10 69 376.74 2.546 0.013 0.145 0.018 12.5 15 68 371.28 2.533 0.013 0.146 0.018 17.5 20 66 360.36 2.506 0.014 0.149 0.019 22.5 25 65 354.9 2.493 0.014 0.150 0.019 27.5 30 63 343.98 2.465 0.014 0.153 0.019 32.5 35 62 338.52 2.451 0.014 0.155 0.019 37.5 40 60 327.6 2.423 0.014 0.158 0.020 42.5 45 59 322.14 2.408 0.015 0.160 0.020 47.5 50 57 311.22 2.379 0.015 0.164 0.021 52.5 55 56 305.76 2.364 0.015 0.166 0.021 57.5 60 54 294.84 2.334 0.015 0.170 0.021 62.5 65 53 289.38 2.318 0.016 0.172 0.022 67.5 70 51 278.46 2.287 0.016 0.176 0.022 72.5 75 50 273 2.271 0.016 0.178 0.022 77.5 80 48 262.08 2.238 0.017 0.183 0.023 82.5 85 47 256.62 2.222 0.017 0.186 0.023 87.5 90 45 245.7 2.188 0.017 0.191 0.024 92.5 95 44 240.24 2.170 0.018 0.194 0.024 97.5 100 42 229.32 2.135 0.018 0.200 0.025 102.5 105 41 223.86 2.116 0.018 0.203 0.025 107.5 110 39 212.94 2.079 0.019 0.210 0.026 112.5 115 38 207.48 2.060 0.019 0.213 0.027 117.5 120 38 196.56 2.021 0.020 0.221 0.028 122.5 125 35 191.1 2.001 0.020 0.225 0.028 127.5 130 33 180.18 1.959 0.021 0.234 0.029 132.5 135 32 174.72 1.938 0.022 0.239 0.030 137.5 140 30 163.8 1.894 0.023 0.249 0.031 142.5 - 145 29 158.34 1.872 0.023 0.255 0.032 147.5 150 27 147.42 1.825 0.024 0.267 0.034 152.5 155 26 141.96 1.800 0.025 0.274 0.034 157.5 160 24 131.04 1.750 0.026 0.288 0.036 162.5 165 23 125.58 1.724 0.027 0.297 0.037 167.5 170 21 114.66 1.669 0.029 0.315 0.040 172.5 175 20 109.2 1.640 0.030 0.325 0.041 177.5 180 18 98.28 1.580 0.032 0.349 0.044 182.5 185 17 92.82 1.548 0.033 0.362 0.046 187.5 190 15 81.9 1.481 0.036 0.394 0.049 192.5 195 14 76.44 1.445 0.038 0.412 0.052 197.5 200 12 65.52 1.368 0.042 0.457 0.057 202.5 205 11 60.06 1.327 0.044 0.485 0.061 207.5 210 9 49.14 1.235 0.051 0.556 0.070 212.5 215 8 43.68 1.185 0.055 0.603 0.076 217.5 220 6 32.76 1.070 0.067 0.737 0.093 222.5 225 5 27.3 1.003 0.076 0.839 0.105 227.5 230 3 16.38 0.836 0.112 1.232 0.155 232.5 235 2 10.92 0.724 0.158 1.736 0.218 237.5 240 1 5.46 0.566 0.566 6.220 0.781 242.5 245 4 .21.84 0.928 0.090 0.988 0.124 247.5 250 7 38.2 1.130 0.060 0.661 0.083 252.5 255 10 54.6 1.283 0.047 0.517 0.065 257.5 260 13 70.98 1.408 0.039 0.433 0.054 262.5 265 16 87.36 1.515 0.034 0.377 0.047 267.5 270 19 103.74 1.611 0.031 1 0.336 0.042 272.5 275 22 120.12 1.697 0.028 0.305 0.038 277.5 280 25 136.5 1.776 0.026 0.281 0.035 282.5 285 28 152.88 1.848 0.024 0.261 0.033 287.5 290 31 169.26 1 1.916 0.022 0.244 0.031 292.5 295 34 185.64 1.980 0.021 0.229 0.029 297.5 300 37 202.02 2.041 0.020 0.217 0.027 302.5 305 40 218.4 2.098 0.019 0.206 0.026 307.5 310 43 234.78 2.153 0.018 0.197 0.025 312.5 315 46 251.16 2.205 0.017 0.188 0.024 317.5 320 49 267.54 2.255 0.016 0.181 0.023 322.5 325 52 283.92 2.303 0.016 0.174 0.022 327.5 330 55 300.3 2.349 0.015 0.168 0.021 332.5 335 58 316.68 2.394 0.015 0.162 0.020 337.5 340 61 333.06 2.437 0.014 0.157 0.020 342.5 345 64 349.44 2.479 0.014 0.152 0.019 347.5 350 67 365.82 2.520 0.013 0.147 0.019 352.5 355 70 382.2 2.559 0.013 0.143 0.018 357.5 360 72 393.12 2.585 0.013 0.141 0.018 362.5 BASIN 1 FLOOD ROUTING INFILTRATION TRENCH DETENTION T (MIN) INFLOW (CFS) 2SIDT-O 2SIDT+O OUTFLOW (CFS) STORAGE (FT"3) DEPTH (Fr) 2.5 0.000 0.000 0.000 0.00000 0.000 0 7.5 0.018 0.000 0.018 0.00004 2.669 0 12.5 0.018 0.018 0.054 0.00012 8.045 0.1 17.5 0.018 0.054 0.090 0.00020 13.472 0.2 22.5 0.019 0.090 0.127 0.00487 18.267 0.3 27.5 0.019 0.117 0.154 0.01947 20.254 0.3 32.5 0.019 0.116 0.154 0.01906 20.199 0.3 37.5 0.019 0.116 0.154 0.01939 20.244 0.3 42.5 0.020 0.116 0.155 0.01970 20.286 0.3 47.5 0.020 0.116 0.156 0.02002 20.330 0.3 52.5 0.021 0.116 0.156 0.02036 20.376 0.3 57.5 0.021 0.115 0.157 0.02070 20.423 0.3 62.5 0.021 0.115 0.158 0.02107 20.473 0.3 67.5 0.022 0.115 0.158 0.02145 20.525 0.3 72.5 0.022 0.115 0.159 0.02186 20.580 0.3 77.5 0.022 0.115 0.160 0.02228 20.637 0.3 82.5 0.023 0.115 0.161 0.02272 20.698 0.3 87.5 0.023 0.115 0.162 0.02319 20.761 0.3 92.5 0.024 0.115 0.163 0.02368 20.828 0.3 97.5 0.024 0.115 0.164 0.02419 20.898 0.3 102.5 0.025 0.115 0.165 0.02475 20.974 0.3 107.5 0.025 0.115 0.166 0.02532 21.052 0.3 112.5 0.026 0.115. 0.167 0.02595 21.137 0.3 117.5 0.027 0.115 0.168 0.02660 21.226 0.3 122.5 0.028 0.115 0.169 0.02731 21.322 0.3 127.5 0.028 0.115 0.171 0.02805 21.423 0.3 132.5 0.029 0.115 0.172 0.02887 21.535 0.3 137.5 0.030 0.115 0.174 1 0.02972 21.651 0.3 142.5 0.031 0.115 0.176 0.03068 21.781 0.3 147.5 0.032 0.115 0.178 0.03168 21.917 0.3 152.5 0.034 0.114 0.180 0.03280 22.070 0.3 157.5 0.034 0.114 0.182 0.03400 22.233 0.3 162.5 0.038 0.114 0.185 0.03536 22.418 0.3 167.5 0.037 0.114 0.188 0.03680 22.615 0.3 172.5 0.040 0.114 0.191 0.03848 22.844 0.3 177.5 0.041 0.114 0.194 0.04029 23.090 0.3 182.5 0.044 0.114 0.198 0.04243 23.381 0.3 187.5 0.046 0.113 0.203 0.04441 23.753 0.4 192.5 0.049 0.114 0.209 0.04675 24.324 0.4 197.5 0.052 0.115 0.217 0.04971 25.044 0.4 202.5 0.057 0.117 0.226 0.05346 25.956 0.4 207.5 0.061 0.120 0.238 0.05782 27.019 0.4 212.5 0.070 0.122 0.253 0.06358 28.421 0.4 217.5 0.076 0.126 0.271 0.07003 30.212 0.5 222.5 0.093 0.131 0.300 0.07876 33.133 0.5 227.5 0.105 0.142 0.340 0.09051 37.438 0.6 232.5 0.155 0.159 0.419 0.11075 46.280 0.7 237.5 0.218 0.198 0.571 0.14303 64.145 1 242.5 0.781 0.285 1.284 0.24979 155.124 2.6 247.5 0.124 0.784 -1.690 0.29571 209.110 3.5 252.5 0.083 1.098 1.306 0.25242 157.970 2.6 257.5 0.065 0.801 0.949 0.20552 111.487 1.8 262.5 0.054 0.538 0.657 0.15906 74.714 1.2 267.5 0.047 0.339 0.441 0.11573 48.767 0.8 272.5 0.042 0.209 0.299 0.07857 33.069 0.5 277.5 0.038 0.142 0.223 0.05194 25.587 0.4 282.5 0.035 0.119 0.192 0.03926 22.950 0.3 287.5 0.033 0.114 0.182 0.03374 22.198 - 0.3 292.5 0.031 0.114 0.178 1 0.03157 21.903 0.3 297.5 0.029 0.114 0.174 0.02963 21.638 0.3 302.5 0.027 0.115 0.171 0.02796 21.412 0.3 307.5 0.026 0.115 0.168 0.02652 21.215 0.3 312.5 0.025 0.115 0.166 0.02525 21.043 0.3 317.5 0.024 0.115 0.163 0.02413 20.890 0.3 322.5 0.023 0.115 0.161 0.02313 20.753 0.3 327.5 0.022 0.115 0.160 0.02222 20.630 0.3 332.5 0.021 0.115 0.158 0.02141 20.519 0.3 337.5 0.020 0.115 0.157 0.02066 20.417 0.3 342.5 0.020 0.115 0.155 0.01998 20.324 0.3 347.5 0.019 0.116 0.154 0.01935 20.239 0.3 352.5 0.019 0.116 0.153 0.01877 20.160 0.3 357.5 0.018 0.116 0.152 0.01823 20.086 0.3 362.5 0.018 0.116 0.151 0.01781 20.030 0.3 - - - - - - -. - - .. .J J -3 .J -J BASIN 1 Lookup table: Lookup table: DISCHARGE TABLE: BASIN DEPTH (Fr) STORAGE (FT'3) OUTFLOW (CFS) 2SIDT-O 2S/DT+O OUTFLOW 2SIDT+0(2) OUTFLOW(2) STORAGE (FT'3) BASIN DEPTH 0 0.000 0.00000 0.00000 0.00000 0.00000 0.03929 0.00009 0.000 0 0.1 5.880 0.00009 0.03911 0.03929 0.00009 0.07858 0.00018 5.880 0.1 0.2 11.760 0.00018 0.07823 0.07858 0.00018 0.11786 0.00026 11.760 0.2 0.3 17.640 0.00026 0.11734 0.11786 0.00026 0.20025 0.04345 17.640 0.3 0.4 23.520 0.04345 0.11335 0.20025 0.04345 0.26361 0.06761 23.520 0.4 0.5 29.400 0.06761 0.12839 0.26361 0.06761 0.32037 0.08517 29.400 0.5 0.6 35.280 0.08517 0.15003 0.32037 0.08517 0.37410 0.09970 35.280 0.6 0.7 41.160 0.09970 0.17470 0.37410 0.09970 0.42598 0.11238 41.160 0.7 0.8 47.040 0.11238 0.20122 0.42598 0.11238 0.47658 0.12378 47.040 0.8 0.9 52.920 0.12378 0.22902 0.47658 0.12378 0.52922 0.13422 52.920 0.9 1 58.800 0.13422 0.25778 0.52622 0.13422 0.57511 0.14391 - 58.800 1 1.1 64.680 0.14391 0.28729 0.57511 0.14391 0.62340 0.15300 64.680 1.1 1.2 70.560 0.15300 0.31740 0.62340 0.15300 0.67118 0.16158 70.560 1.2 1.3 76.440 0.16158 0.34802 0.67118 0.16158 0.71854 0.16974 76.440 1.3 1.4 82.320 0.16974 0.37906 0.71854 0.16974 0.76552 0.17752 82.320 1.4 1.5 88.200 0.17752 0.41048 0.76552 0.17752 0.81219 0.18499 88.200 1.5 1.6 94.080 0.18499 0.44221 0.81219 0.18499 0.85856 0.19216 94.080 1.6 1.7 99.960 0.19216 0.47424 0.85856 0.19216 0.90469 0.19909 99.960 1.7 1.8 10.840 - 0.19909 0.50651 0.90469 0.19909 0.95058 0.20578 105.840 1.8 1.9 111.720 0.20578 0.53902 0.95058 0.20578 0.99627 0.21227 111.720 1.9 2 117.600 0.21227 0.57173 0.99627 0.21227 1.04177078 0.21857 117.600 2 2.1 123.480 0.21857 0.60463 1.04177 0.21857 1.08709657 0.22470 123.480 2.1 2.2 129.360 0.22470 0.63770 1.08710 0.22470 1.13226296 0.23066 129.360 2.2 2.3 135.240 0.23066 0.67094 1.13226 0.23066 1.17728194 0.23648 135.240 2.3 2.4 141.120 0.23648 0.70432 1 1.17728 0.23848 1.22216407 0.24216 141.120 2.4 2.5 147.000 0.24216 0.73784 1.22216 0.24216 1.26691871 0.24772 147.000 2.5 2.6 152.880 0.24772 0.77148 1.26692 0.24772 1.31155419 0.25315 152.880 2.6 2.7 158.760 0.25315 0.80525 1.31155 0.25315 1.35607799 0.25848 158.760 2.7 2.8 164.640 0.25848 0.83912 1.35608 0.25848 1.40049682 0.26370 164.640 2.8 2.9 170.520 0.26370 0.87310 1.40050 0.26370 1.44481676 0.26882 170.520 2.9 3 176.400 0.26882 0.90718 1.44482 0.26882 1.41190433 0.27384 176.400 3 3.1 182.280 0.27384 0.94136 1 1.48904 0.27384 1.53318147 0.27878 182.280 3.1 3.2 188.160 0.27878 0.97562 1.53318 0.27878 1.57723554 0.28364 188.160 3.2 3.3 194.040 0.28364 1.00996 1.57724 0.28364 1.62121061 0.28841 194.040 3.3 3.4 199.920 0.28841 1.04439 1.62121 0.28841 1.66510965 0.29311 199.920 3.4 3.5 205.800 0.29311 1.07889 1.68511 0.29311 1.708 0.29774 205.800 3.5 3.6 211.680 0.29774 1.11346 1.70894 0.29774 - 211.680 3.6 BASIN 2A INFLOW HYDROGRAPH RAINFALL DISTRIBUTION (IN) IFLOW(CFS'______ TIME (MIN) NUMBER OF BLOCK TT(N) P1(N) P(N) 1(N) Q(N) T (MIN) 0 0 0 0.000 0.000 1 0.000 0.000 2.5 5 71 320.21 2.403 0.012 1 0.161 0.002 7.5 10 69 311.19 2.379 0.012 1 0.164 0.002 12.5 15 68 306.68 2.367 0.012 0.165 0.002 17.5 20 66 297.66 2.342 0.013 0.168 0.002 22.5 25 65 293.15 2.329 0.013 0.170 0.002 27.5 30 63 284.13 2.303 0.013 0.174 0.002 32.5 35 62 279.82 2.290 0.013 0.175 0.002 37.5 40 60 270.6 2.264 0.013 0.179 0.002 42.5 45 59 266.09 2.250 0.014 0.181 0.002 47.5 50 57 257.07 2.223 0.014 0.185 0.002 52.5 55 56 252.56 2.209 0.014 0.187 0.002 57.5 60 54 243.54 2.181 0.014 0.192 0.002 62.5 65 53 239.03 2.166 0.015 0.194 0.002 67.5 70 51 230.01 2.137 0.015 0.199 0.002 72.5 75 50 225.5 2.122 0.015 0.202 0.002 77.5 80 48 216.48 2.091 0.016 0.207 0.002 82.5 85 47 211.97 2.076 0.016 0.210 0.002 87.5 90 45 202.95 2.044 0.016 0.216 0.002 92.5 95 44 198.44 2.028 0.016 0.219 0.003 97.5 100 42 189.42 1.995 0.017 0.226 0.003 102.5 105 41 184.91 1.978 0.017 0.230 0.003 107.5 110 39 175.89 1.943 0.018 0.237 0.003 112.5 115 38 171.38 1.925 0.018 0.241 0.003 117.5 120 36 162.36 1.888 0.019 0.250 0.003 122.5 125 35 157.85 1.870 0.019 0.255 0.003 127.5 130 33 148.83 1.831 0.020 0.265 0.003 132.5 135 32 144.32 1.811 0.020 1 0.270 0.003 137.5 140 30 135.3 1.770 0.021 0.282 0.003 142.5 145 29 130.79 1.749 0.022 0.288 0.003 147.5 150 27 121.77 1.705 0.023 0.302 0.003 152.5 155 26 117.26 1.682 0.023 0.309 0.004 157.5 160 24 108.24 1.635 0.025 0.326 0.004 162.5 165 23 103.73 1.611 0.025 0.335 0.004 167.5 170 21 94.71 1.559 0.027 0.356 0.004 172.5 175 20 90.2 1.533 0.028 0.368 0.004 177.5 180 18 81.18 1.476 0.030 0.395 0.005 182.5 185 17 76.67 1.447 0.031 0.410 0.005 187.5 190 15 87.65 1.384 0.033 0.445 0.005 192.5 195 14 63.14 1.350 0.035 0.466 0.005 197.5 200 12 54.12 1.279 0.039 0.517 0.006 202.5 205 11 49.61 1.240 0.041 0.549 0.006 207.5 210 9 40.59 1.154 0.047 0.629 0.007 212.5 215 8 36.08 1.107 0.051 0.682 0.008 217.5 220 6 27.06 1.000 0.063 0.833 0.010 222.5 225 5 22.55 0.937 0.071 1 0.949 0.011 227.5 230 3 13.53 0.782 0.105 1.394 0.016 232.5 235 2 9.02 0.677 0.148 1.964 0.023 237.5 240 1 4.51 0.529 0.529 7.038 0.081 242.5 245 4 18.04 0.866 0.084 1.118 0.013 247.5 250 7 31.57 1.056 0.056 0.748 0.009 252.5 255 10 45.1 1.198 0.044 0.585 0.007 257.5 260 13 58.63 1.315 0.037 0.490 0.006 262.5 265 16 72.16 1.418 0.032 0.427 0.005 267.5 270 19 85.69 1.505 0.029 0.381 0.004 272.5 275 22 99.22 1.585 0.026 0.345 0.004 277.5 280 25 112.75 1.659 0.024 0.318 0.004 282.5 285 28 126.28 1 1.727 0.022 0.295 0.003 287.5 290 31 139.81 1.791 6-021 .1 0.276 0.003 292.5 295 34 153.34 1.850 0.020 0.260 0.003 297.5 300 37 166.87 1.907 0.018 0.246 0.003 302.5 305 40 180.4 1.960 0.018 0.233 0.003 307.5 310 43 193.93 2.011 0.017 0.223 0.003 312.5 315 46 207.46 2.060 0.016 0.213 0.002 3175 320 49 220.99 2.107 0.015 0.204 0.002 322.5 325 52 234.52 2.152 0.015 0.197 0.002 327.5 330 55 248.05 2.195 0.014 0.190 0.002 332.5 335 58 261.58 2.237 0.014 0.183 0.002 337.5 340 61 275.11 2.277 0.013 0.177 0.002 342.5 345 64 288.64 2.316 0.013 0.172 0.002 347.5 350 67 302.17 2.354 0.013 0.167 0.002 352.5 355 70 315.7 2.391 0.012 0.162 0.002 357.5 360 72 1 324.72 1 2.415 An, 0.159 0.002 362.5 BASIN 2A FLOOD ROUTING I I INFILTRATION TRENCH DETENTION T (MIN) INFLOW (CFS) 2S/DT-0 2S/DT+0 OUTFLOW (CFS) STORAGE (FT'3) DEPTH (Fr) 2.5 0.000 0.000 0.000 0.00000 0.000 0 7.5 0.002 0.000 0.002 0.00000 0.277 0 12.5 0.002 0.002 0.006 0.00001 0.835 0 17.5 0.002 0.006 0.009 0.00002 1.398 0 22.5 0.002 0.009 0.013 0.00003 1.968 0.1 27.5 0.002 0.013 0.017 0.00003 2.544 0.1 32.5 0.002 0.017 0.021 0.00004 3.128 0.1 37.5 0.002 0.021 0.025 0.00005 3.715 0.2 -42.5 0.002 0.025 0.029 0.00006 4.311 0.2 47.5 0.002 0.029 0.033 0.00007 4.915 0.2 52.5 0.002 0.033 0.037 0.00008 5.528 0.3 57.5 0.002 0.037 0.041 0.00008 6.146 0.3 62.5 0.002 0.041 0.045 0.00009 6.775 0.4 67.5 0.002 0.045 0.050 0.00010 7.414 0.4 72.5 0.002 0.049 0.054 0.00011 8.062 0.4 77.5 0.002 0.054 0.058 0.00012 8.720 0.5 82.5 0.002 0.058 0.063 0.00013 9.390 0.5 87.5 0.002 0.062 0.067 0.00014 10.071 0.5 92.5 0.002 0.067 0.072 0.00015 10.765 0.6 97.5 0.003 0.072 0.077 0.00016 11.471 0.6 102.5 0.003 0.076 0.081 0.00017 12.192 0.7 107.5 0.003 0.081 0.086 0.00018 12.928 0.7 112.5 0.003 0.086 0.091 0.00019 13.681 0.8 117.5 0.003 0.091 0.097 0.00020 14.450 0.8 122.5 0.003 0.096 0.102 0.00021 15.238 0.9 127.5 0.003 0.101 0.107 0.00022 16.046 0.9 132.5 0.003 0.107 0.113 0.00023 16.876 1 137.5 0.003 0.112 0.118 0.00024 17.730 1 142.5 0.003 0.118 0.124 0.00025 18.609 1.1 147.5 0.003 0.124 0.130 0.00027 19.515 1.1 152.5 0.003 0.130 0.137 0.00028 20.453 1.2 157.5 0.004 0.138 0.143 0.00029 21.424 1.2 162.5 0.004 0.143 0.150 0.00127 22.288 1.3 167.5 0.004 0.147 0.155 0.00251 22.865 1.3 172.5 0.004 0.150 0.158 0.00323 23.198 1.3 177.5 0.004 0.151 0.160 0.00369 23.410 1.3 182.5 0.005 0.152 0.161 0.00400 23.575 1.4 187.5 0.005 0.153 0.162 0.00419 23.736 1.4 192.5 0.005 0.154 0.164 0.00442 23.923 1.4 197.5 0.005 0.155 0.166 0.00468 24.134 1.4 202.5 0.006 0.156 0.168 0.00498 24.386 1.4 207.5 0.006 0.158 0.170 0.00534 24.680 1.4 212.5 0.007 0.159 0.173 0.00578 25.047 1.4 217.5 0.008 0.181 0.176 0.00624 25.508 1.5 222.5 0.010 0.164 0.181 0.00682 26.167 1.5 227.5 0.011 0.168 0.188 0.00760 27.084 1.6 232.5 0.016 0.173 0.200 0.00876 28.678 1.7 237.5 0.023 0.182 0.221 0.01054 31.585 1.8 242.5 0.081 0.200 0.304 0.01578 43.191 2.5 247.5 0.013 0.272 0.366 0.01886 52.087 3 252.5 0.009 0.328 0.350 0.01811 49.767 2.9 257.5 0.007 0.314 0.329 0.01709 46.791 2.7 262.5 0.006 0.295 0.307 0.01597 43.689 2.6 267.5 0.005 0.275 0.286 0.01480 40.658 2.4 272.5 0.004 0.256 0.266 0.01359 37.795 2.2 277.5 0.004 0.238 0.247 0.01239 35.152 2 282.5 0.004 0.222 0.230 0.01118 32.762 1.9 287.5 0.003 0.207 0.214 0.01000 30.644 1.8 292.5 0.003 0.194 0.201 0.00884 28.803 1.7 297.5 0.003 0.183 0.189 0.00772 27.243 1.6 302.5 0.003 0.174 0.180 0.00664 25.961 1.5 307.5 0.003 0.166 0.172 0.00566 24.944 1.4 312.5 0.003 0.161 0.166 0.00472 24.174 1.4 317.5 0.002 0.156 0.161 0.00404 23.612 1.4 322.5 0.002 0.153 0.158 0.00331 23.231 1.3 327.5 0.002 0.152 0.156 0.00282 23.006 1.3 332.5 0.002 0.151 0.155 0.00253 22.871 1.3 337.5 0.002 0.150 0.154 0.00234 22.785 1.3 342.5 0.002 0.150 0.154 0.00221 22.725 1.3 347.5 0.002 0.149 0.153 0.00211 22.680 1.3 352.5 0.002 0.149 0.153 0.00203 22.643 1.3 357.5 1 0.002 1 0.149 1 0.153 0.00197 22.611 1.3 362.5 1 0.002 1 0.149 1 0.152 0.00191 22.585 1.3 BASIN 2A Lookup table: Lookup table: DISCHARGE TABLE: BASIN DEPTH (Fr) STORAGE (FTA3) OUTFLOW (CFS) 2SIDT-O 2SIDT+O OUTFLOW 251DT+0(2) OUTFLOW(2) STORAGE (Fr'3) BASIN DEPTH 0 0.000 0.00000 0.00000 0.00000 0.00000 0.01122 0.00002 0.000 0 0.1 1.680 0.00002 0.01118 0.01122 0.00002 0.02245 0.00005 1.680 0.1 0.2 3.360 0.00005 0.02235 0.02245 0.00005 0.03367 0.00007 3.360 0.2 0.3 5.040 0.00007 0.03353 0.03367 0.00007 0.04489 0.00009 5.040 0.3 0.4 6.720 0.00009 0.04471 0.04489 0.00009 0.05611 0.00011 6.720 0.4 0.5 8.400 0.00011 0.05589 0.05611 0.00011 0.06734 0.00014 8.400 0.5 0.6 10.080 0.00014 0.06706 0.06734 0.00014 0.07856 0.00016 10.080 0.6 0.7 11.760 0.00016 0.07824 0.07856 0.00016 0.08978 0.00018 11.760 0.7 0.8 13.440 0.00018 0.08942 0.08978 0.00018 0.10101 0.00021 13.440 0.8 0.9 15.120 0.00021 0.10059 0.10101 0.00021 0.11223 0.00023 15.120 0.9 1 16.800 0.00023 0.11177 0.11223 0.00023 0.12345 0.00025 16.800 1 1.1 18.480 0.00025 0.12295 0.12345 0.00025 0.13467 0.00027 18.480 1.1 1.2 20.160 0.00027 0.13413 0.13467 0.00027 0.14590 0.00030 20.160 1.2 1.3 21.840 0.00030 0.14530 0.14590 0.00030 0.16073 0.00393 21.840 1.3 1.4 23.520 0.00393 0.15287 0.16073 0.00393 0.17397 0.00597 23.520 1.4 1.5 25.200 0.00597 0.16203 0.17397 0.00597 0.18666 0.00746 25.200 1.5 1.6 26.880 0.00746 0.17174 0.18666 0.00746 0.19909 0.00869 26.880 1.6 1.7 28.560 0.00869 0.18171 0.19909 0.00869 0.21136 0.00976 28.560 1.7 1.8 30.240 0.00976 0.19184 0.21136 0.00976 0.22353 0.01073 30.240 1.8 1.9 31.920 0.01073 0.20207 022353 0.01073 0.23562 0.01162 31.920 1.9 - 2 33.600 0.01162 0.21238 0.23562 0.01162 0.24765209 0.01245 33.600 2 2.1 35.280 0.01245 0.22275 0.24765 0.01245 0.25962862 0.01323 35.280 2.1 2.2 36.960 0.01323 0.23317 0.25963 0.01323 0.27156294 0.01396 38.960 2.2 2.3 38.640 0.01396 0.24364 0.27156 0.01396 0.28346144 0.01466 38.640 2.3 2.4 40.320 0.01466 0.25414 0.28346 0.01466 0.29532905 0.01533 40.320 2.4 2.5 42.000 0.01533 0.26467 0.29533 0.01533 0.30716964 0.01597 42.000 2.5 2.6 43.680 0.01597 0.27523 0.30717 0.01597 0.31898636 0.01659 43.680 2.6 2.7 45.360 0.01659 0.28581 0.31899 0.01659 0.33078177 0.01718 45.360 2.7 2.8 47.040 0.01718 0.29642 0.33078 0.01718 0.34255802 0.01776 47.040 2.8 2.9 48.720 0.01776 0.30704 0.34256 0.01776 0.35431691 0.01832 48.720 2.9 3 50.400 0.01832 0.31768 0.35432 0.01832 0.36605998 0.01886 50.400 3 3.1 52.080 1 0.01886 0.32834 r 0.36606 0.01886 1 ___ 52.080 3.1 BASIN 213 INFLOW HYDROGRAPH I I RAINFALL DISTRIBUTION (IN) FLOW_(CFSI______ TIME (MIN) NUMBER OF BLOCK TT(N) PT(N) P(N) 1(N) Q(N) T (MIN) 0 0 0 0.000 0.000 0.000 0.000 3.5 7 50 370 2.530 0.018 0.147 0.003 10.5 14 48 355.2 2.493 0.019 0.151 0.003 17.5 21 47 347.8 2.475 0.019 0.153 0.003 24.5 28 45 333 2.437 0.019 0.157 0.003 31.5 35 44 325.6 2.417 0.020 0.159 0.003 38.5 42 42 310.8 2.378 0.020 0.164 0.004 45.5 49 41 303.4 2.358 0.021 0.167 0.004 52.5 56 39 288.6 2.316 0.021 0.172 0.004 59.5 63 38 281.2 2.295 0.022 0.175 0.004 66.5 70 36 266.4 2.251 0.022 0.182 0.004 73.5 77 35 259 2.229 0.023 0.185 0.004 80.5 84 33 244.2 2.183 0.024 0.192 0.004 87.5 91 32 238.8 2.159 0.024 0.196 0.004 94.5 98 30 222 2.110 0.025 0.205 0.004 101.5 105 29 214.6 2.085 0.026 0.209 0.005 108.5 112 27 199.8 2.033 0.027 0.219 0.005 115.5 119 26 192.4 2.006 0.028 0.225 0.005 122.5 126 1 24 177.6 1.949 0.029 0.237 0.005 129.5 133 23 170.2 1.920 0.030 0.244 0.005 136.5 140 21 155.4 1.859 0.032 0.259 0.006 143.5 147 20 148 1.827 0.033 0.267 0.006 150.5 154 18 133.2 1.760 0.035 1 0.287 0.006 157.5 161 17 125.8 1.725 0.037 0.298 0.006 164.5 168 15 111 1.650 0.040 0.324 0.007 171.5 175 14 103.6 1.610 0.042 0.339 0.007 178.5 182 12 88.8 1.524 0.046 0.376 0.008 185.5 189 11 81.4 1.478 0.049 0.399 0.009 192.5 196 9 66.6 1.376 0.056 0.457 0.010 199.5 203 8 59.2 1.320 0.061 0.495 0.011 206.5 1. 210 6 44.4 1.192 0.075 0.606 0.013 213.5 217 5 37 1.117 0.085 0.690 0.015 220.5 224 22.2 0.932 0.125 1.013 0.022 227.5 231 14.8 0.807 0.176 1.427 0.031 234.5 238 1 7.4 0.631 0.631 5.116 0.111 241.5 245 - 29.6 1.032 0.100 0.812 0.018 248.5 252 7 51.8 1.259 0.067 0.544 0.012 255.5 259 10 74 1.429 0.052 0.425 0.009 262.5 266 13 96.2 1.568 0.044 0.356 0.008 269.5 273 16 118.4 1.688 0.038 0.310 0.007 276.5 280 19 140.6 1.794 0.034 0.277 0.006 283.5 287 22 162.8 1.890 0.031 0.251 0.005 290.5 294 25 185 1.978 0.028 0.231 0.005 297.5 301 28 207.2 2.059 0.026 0.214 0.005 304.5 308 31 229.4 2.135 0.025 0.200 0.004 311.5 315 34 251.6 2.206 0.023 0.189 0.004 318.5 322 37 273.8 2.273 0.022 0.178 0.004 325.5 329 40 296 2.337 0.021 0.170 0.004 332.5 336 43 318.2 2.398 0.020 0.162 0.003 339.5 343 46 340.4 2.456 0.019 0.155 0.003 346.5 350 49 362.6 2.512 0.018 0.149 0.003 353.5 357 51 377.4 2.548 0.018 0.145 0.003 360.5 BASIN 2B FLOOD ROUTING INFILTRATION TRENCH DETENTION T (MIN) INFLOW (CFS) 2S/DT-O 2SIDT+O OUTFLOW (CFS) STORAGE (FTh3) DEPTH (Fr) 3.5 0.000 0.000 0.000 0.00000 0.000 0 10.5 0.003 0.000 0.003 0.00001 0.662 0 17.5 0.003 0.003 0.010 0.00004 1.999 0 24.5 0.003 0.009 0.016 0.00007 3.352 0 31.5 0.003 0.016 0.023 0.00009 4.723 0 38.5 0.003 0.022 0.029 0.00012 6.112 0.1 45.5 0.004 0.029 0.036 0.00015 7.523 0.1 52.5 0.004 0.036 0.043 0.00018 8.957 0.1 59.5 0.004 0.042 0.050 0.00021 10.415 0.1 66.5 0.004 0.049 0.057 0.00024 11.900 0.2 73.5 0.004 0.056 0.064 0.00027 13.414 0.2 80.5 0.004 0.064 0.072 0.00030 14.959 0.2 87.5 0.004 0.071 0.079 0.00033 16.540 0.2 94.5 0.004 0.078 0.087 0.00106 18.011 0.3 101.5 0.004 0.085 0.093 0.00174 19.241 0.3 108.5 0.005 0.090 0.099 0.00231 20.269 0.3 115.5 0.005 0.094 0.103 0.00279 21.141 0.3 122.5 0.005 0.098 0.107 0.00321 21.896 0.3 129.5 0.005 0.101 0.111 0.00351 22.578 0.4 136.5 0.005 0.104 0.114 0.00372 23.239 0.4 143.5 0.006 0.107 0.118 0.00394 23.910 0.4 150.5 0.006 0.110 0.121 0.00416 24.598 0.4 157.5 0.006 0.113 0.125 0.00438 25.317 0.4 164.5 0.006 0.116 0.129 0.00463 26.076 0.4 171.5 0.007 0.120 0.133 0.00489 26.897 0.4 178.5 0.007 0.123 0.138 0.00517 27.790 0.4 185.5 0.008 0.127 0.143 0.00542 28.810 0.5 192.5 0.009 0.132 0.149 0.00569 29.990 0.5 199.5 0.010 0.137 0.156 0.00603 31.409 0.5 206.5 0.011 0.144 0.164 0.00643 33.112 0.5 213.5 0.013 0.151 0.175 0.00688 35.311 0.6 220.5 0.015 0.161 0.189 0.00745 38.178 0.6 227.5 0.022 0.174 0.211 0.00825 42.605 0.7 234.5 0.031 0.195 0.247 0.00945 49.956 0.8 241.5 0.111 0.228 0.370 0.01281 74.962 1.3 246.5 0.018 0.344 0.472 0.01516 95.980 1.7 255.5 0.012 0.442 0.471 0.01514 95.766 1.7 262.5 0.009 0.441 0.462 0.01494 93.843 1.6 269.5 0.008 0.432 0.449 0.01465 91.175 1.6 276.5 0.007 0.420 0.434 0.01432 88.113 1.5 283.5 0.006 0.405 0.418 0.01395 84.837 1.5 290.5 0.005 0.390 0.401 0.01357 81.450 1.4 297.5 0.005 0.374 0.385 0.01317 78.019 1.4 304.5 0.005 0.358 0.368 0.01276 74.590 1.3 311.5 0.004 0.342 0.351 0.01235 71.196 1.2 318.5 0.004 0.327 0.335 0.01193 67.860 1.2 325.5 0.004 0.311 0.319 0.01151 64.601 1.1 332.5 0.004 0.296 0.304 0.01110 61.431 1.1 339.5 0.003 0.281 0.289 0.01067 58.382 1 346.5 0.003 0.267 0.274 0.01026 55.402 0.9 353.5 0.003 0.254 0.260 0.00984 52.557 0.9 360.5 0.003 0.240 0.247 0.00943 49.840 0.8 BASIN 2B DISCHARGE TABLE: BASIN DEPTH (Fr) STORAGE (FTA3) OUTFLOW (CFS) 2SIDT-0 2SIDT+O OUTFLOW 2SIDT+0(2) OUTFLOW(2) STORAGE (FT"3) BASIN DEPTH 0 0.000 0.00000 0.00000 0.00000 0.00000 0.02661 0.00011 0.000 0 0.1 5.565 0.00011 0.02639 0.02661 0.00011 0.05322 0.00022 5.565 0.1 0.2 11.130 0.00022 0.05278 0.05322 0.00022 0.07983 0.00033 11.130 0.2 0.3 16.695 0.00033 0.07917 0.07983 0.00033 0.10941 0.00341 16.695 0.3 0.4 22.260 0.00341 0.10259 0.10941 0.00341 0.13768 0.00518 22.260 0.4 0.5 27.825 0.00518 0.12732 0.13768 0.00518 0.16550 0.00650 27.825 0.5 0.6 33.390 0.00650 0.15250 0.16550 - 0.00650 -0.19310 0.00760 33.390 0.6 0.7 38.955 0.00760 0.17790 0.19310 0.00760 0.22058 0.00858 38.955 0.7 0.8 44.520 0.00858 0.20342 0.22058 0.00858 0.24797 -0.00947 44.520 0.8 0.9 5Q.085 0.00947 - 0.22903 0.24797 0.00947 0.27530 0.01030 50.085 0.9 1 55.650 0.01030 0.25470 0.27530 0.01030 0.30257 0.01107 55.650 1 1.1 61.215 0.01107 0.28043 0.30257 0.01107 0.32980 0.01180 61.215 1.1 1.2 66.780 0.01180 0.30620 0.32980 0.01180 0.35700 0.01250 66.780 1.2 1.3 72.345 0.01250 0.33200 0.35700 0.01250 0.38416 - 0.01316 72.345 1.3 1.4 77.910 0.01316 0.35784 0.38416 0.01316 0.41130 0.01380 77.910 1.4 1.5 83.475 0.01380 0.38370 0.41130 0.01380 0.43842 0.01442 83.475 1.5 1.6 89.040 0.01442 0.40958 0.43842 0.01442 0.46552 0.01502 89.040 1.6 1.7 94.605 0.01502 0.43548 0.46552 0.01502 0.49260 0.01560 94.605 1.7 1.8 100.170 0.01560 0.46140 0.49260 0.01560 0.51967 0.01617 100.170 1.8 1.9 - 105735 1 0.01617 0.48733 051967 0.01617 0.54672 0.01672 1 105.735 1 1.9 2 111.300 1- 0.01672 0.51328 0.54672 1 0.01672 - 111.300 - BASIN 2C INFLOW HYDROGRAPH RAINFALL DISTRIBUTION (IN) FLOW_(CFS'______ TIME (MIN) NUMBER OF BLOCK TT(N) PT(N) P(N) 1(N) Q(N) T (MIN) 0 0 0 0.000 0.000 0.000 0.000 2.5 5 71 326.6 2.420 0.012 0.159 0.001 7.5 10 69 317.4 2.396 0.012 0.162 0.001 12.5 15 68 312.8 2.383 0.013 0.163 0.001 17.5 20 66 303.6 2.358 0.013 0.166 0.001 22.5 25 65 299 2.345 0.013 0.168 0.001 27.5 30 63 289.8 2.320 0.013 0.171 0.001 32.5 35 62 285.2 2.306 0.013 0.173 0.001 37.5 40 60 276 2.280 0.014 0.177 0.001 42.5 45 59 271.4 2.266 0.014 0.179 0.001 47.5 50 57 262.2 2.239 0.014 0.183 0.001 52.5 55 56 257.6 2.225 0.014 0.185 0.001 57.5 60 54 248.4 2.196 0.015 0.189 0.001 62.5 65 53 243.8 2.182 0.015 0.192 0.001 67.5 70 51 234.6 2.152 0.015 0.197 0.002 72.5 75 50 230 2.137 0.015 0.199 0.002 77.5 80 48 220.8 2.106 0.016 0.205 0.002 82.5 85 47 216.2 2.090 0.016 0.207 0.002 87.5 90 45 207 2.058 0.016 0.213 0.002 92.5 95 44 202.4 2.042 0.017 0.216 0.002 97.5 100 42 193.2 2.009 0.017 0.223 0.002 -102.5 105 41 188.6 1.991 0.017 0.227 0.002 107.5 110 39 179.4 1.956 0.018 0.234 0.002 112.5 115 38 174.8 1.938 0.018 0.238 0.002 117.5 120 36 165.6 1.902 0.019 0.247 0.002 122.5 125 35 161 1.883 0.019 0.251 0.002 127.5 130 33 151.8 1.844 0.020 0.261 0.002 132.5 135 32 147.2 1.824 0.020 0.267 0.002 137.5 140 30 138 1.782 0.021 0.278 0.002 142.5 145 29 133.4 1.761 0.022 0.284 0.002 147.5 150 27 124.2 1.717 0.023 0.298 0.002 152.5 155 26 119.6 1.694 0.023 0.306 0.002 157.5 160 24 110.4 1.647 0.025 0.322 0.002 162.5 165 23 105.8 1.622 0.025 0.331 0.003 167.5 170 21 96.6 1.570 0.027 0.352 0.003 172.5 175 20 92 1.543 0.028 0.363 0.003 177.5 180 18 82.8 1.487 0.030 0.390 0.003 182.5 185 17 78.2 1.457 0.031 0.405 0.003 187.5 190 15 69 1.394 0.034 0.440 0.003 192.5 195 14 64.4 1.360 0.035 0.461 0.004 197.5 200 12 55.2 1.288 0.039 0.511 0.004 202.5 205 11 50.6 1.248 0.042 0.542 0.004 207.5 210 9 41.4 1.163 0.048 0.621 0.005 212.5 215 8 36.8 1.115 0.052 0.673 0.005 217.5 220 6 27.6 1.007 0.063 0.823 0.006 222.5 225 5 23 0.944 0.072 0.937 -0.007 227.5 230 3 13.8 0.787 0.106 1.376 0.011 232.5 235 2 9.2 0.682 0.149 1.939 0.015 237.5 240 1 4.6 0.533 0.533 6.952 0.053 242.5 245 4 - 18.4 0.872 0.085 1.104 0.008 247.5 250 7 32.2 1.063 0.057 0.739 0.006 252.5 255 10 46 1.207 0.044 0.578 0.004 257.5 260 13 59.8 1.325 0.037 0.484 0.004 262.5 265 16 73.6 1.426 0.032 0.421 0.003 267.5 270 19 87.4 1.516 0.029 0.376 0.003 272.5 275 22 101.2 1.597 0.026 0.341 0.003 277.5 280 1 25 115 1.671 0.024 0.314 0.002 282.5 285 1 28 128.8 1.739 0.022 0.291 0.002 1 287.5 290 1 31 142.8 1.803 0.021 0.272 0.002 1 292.5 295 34 156.4 1.3 0.020 0.256 1 0.002 297.5 300 37 170.2 1.920 0.019 0.242 0.002 302.5 305 40 184 1.974 0.018 0.230 0.002 307.5 310 43 197.8 2.025 0.017 0.220 0.002 312.5 315 46 211.6 2.075 0.016 0.210 0.002 317.5 320 49 225.4 2.122 0.015 0.202 0.002 322.5 325 52 239.2 2.167 0.015 0.194 0.001 327.5 330 55 253 2.210 0.014 0.187 0.001 332.5 335 58 266.8 2.252 0.014 0.181 0.001 337.5 340 61 280.6 2.293 0.013 0.175 0.001 342.5 345 64 294.4 2.333 0.013 0.170 0.001 347.5 350 67 308.2 2.371 0.013 0.165 0.001 352.5 355 70 322 2.408 0.012 0.160 0.001 357.5 360 72 331.2 2.432 0.012 0.157 0.001 362.5 BASIN 2C FLOOD ROUTING INFILTRATION TRENCH DETENTION T (MIN) INFLOW (CFS) 2S/DT-0 2S/DT+O OUTFLOW (CFS) STORAGE (FT"S) DEPTH (FT) 2.5 0.000 0.000 0.000 0.00000 0.000 0 7.5 0.001 0.000 0.001 0.00000 0.182 0 12.5 0.001 0.001 0.004 0.00001 0.549 0 17.5 0.001 0.004 0.006 0.00002 0.918 0 22.5 0.001 0.006 0.009 0.00003 1.291 0.1 27.5 0.001 0.009 0.011 0.00003 1.667 0.1 32.5 0.001 0.011 0.014 0.00004 2.047 0.1 37.5 0.001 0.014 0.018 0.00005 2.431 0.1 42.5 0.001 0.016 0.019 0.00006 2.818 0.2 47.5 0.001 0.019 0.021 0.00006 3.210 0.2 52.5 0.001 0.021 0.024 0.00007 3.607 0.2 57.5 0.001 0.024 0.027 0.00045 3.951 0.3 62.5 0.001 0.026 0.029 0.00094 4.173 0.3 67.5 0.001 0.027 0.030 0.00120 4.290 0.3 72.5 0.002 0.027 0.030 0.00135 4.355 0.3 77.5 0.002 0.028 0.031 0.00143 4.394 0.3 82.5 0.002 0.028 0.031 0.00149 4.421 0.3 87.5 0.002 0.028 0.031 0.00154 4.441 0.3 92.5 0.002 0.028 0.031 0.00158 4.459 0.3 97.5 0.002 0.028 0.031 0.00161 4.476 0.3 102.5 0.002 0.028 0.032 0.00165 4.493 0.3 107.5 0.002 0.028 0.032 0.00169 4.510 0.3 112.5 0.002 0.028 0.032 0.00173 4.528 0.3 117.5 0.002 0.028 0.032 0.00177 4.548 0.3 122.5 0.002 0.029 1 0.032 0.00182 4.568 0.3 127.5 0.002 0.029 0.032 0.00186 4.590 0.3 132.5 0.002 0.029 0.033 0.00192 4.613 0.3 137.5 0.002 0.029 0.033 0.00197 4.638 0.3 142.5 0.002 0.029 0.033 0.00203 4.665 0.3 147.5 0.002 0.029 0.033 0.00210 4.694 0.3 152.5 0.002 0.029 0.034 0.00217 4.726 0.3 157.5 0.002 0.029 0.034 0.00224 4.760 0.3 162.5 0.002 0.029 0.034 0.00233 4.798 0.3 167.5 0.003 0.030 0.035 0.00242 4.839 0.3 172.5 0.003 0.030 0.035 0.00252 4.886 0.3 177.5 0.003 0.030 0.036 0.00263 4.937 0.3 182.5 0.003 0.030 0.036 0.00276 4.995 0.3 187.5 0.003 0.031 0.037 0.00289 5.063 0.4 192.5 0.003 0.031 0.037 0.00300 5.152 0.4 197.5 0.004 0.031 0.038 0.00314 5.268 0.4 202.5 0.004 0.032 0.039 0.00333 5.416 0.4 207.5 0.004 0.033 0.041 0.00355 5.597 0.4 212.5 0.005 0.034 0.043 0.00384 5.827 0.4 217.5 0.005 0.035 0.045 0.00419 6.113 0.4 222.5 0.006 0.037 0.048 0.00462 6.515 0.5 227.5 0.007 0.039 0.052 0.00513 7.079 0.5 232.5 0.011 0.042 0.060 0.00596 8.080 0.6 237.5 0.015 0.048 0.073 0.00725 9.918 0.7 242.5 0.053 0.059 0.127 0.01119 17.395 1.4 247.5 0.008 0.105 0.167 0.01334 22.998 1.8 252.5 0.006 0.140 0.154 0.01269 21.213 1.7 257.5 0.004 0.129 0.139 0.01188 19.046 1.5 262.5 0.004 0.115 0.123 0.01095 16.847 1.3 267.5 0.003 0.101 0.108 0.00996 14.753 1.1 272.5 0.003 0.088 0.095 0.00892 12.840 1 277.5 0.003 0.077 0.082 0.00798 11.131 0.8 282.5 0.002 0.066 0.071 0.00706 9.630 0.7 287.5 0.002 0.057 0.062 0.00616 8.344 0.6 292.5 0.002 0.049 0.054 0.00531 7.272 0.5 297.5 0.002 0.043 0.047 0.00452 6.406 0.5 302.5 0.002 0.038 0.042 0.00373 5.742 0.4 307.5 0.002 0.035 0.038 0.00313 5.257 0.4 312.5 0.002 0.032 0.035 0.00259 4.918 0.3 317.5 0.002 0.030 0.033 0.00212 4.706 0.3 322.5 0.002 0.029 0.032 0.00185 4.585 0.3 327.5 0.001 0.029 0.032 0.00169 4.510 0.3 332.5 0.001 0.028 0.031 0.00158 4.459 0.3 337.5 0.001 0.028 0.031 0.00150 4.423 0.3 342.5 0.001 0.028 0.031 0.00143 4.393 0.3 347.5 0.001 0.028 0.031 0.00138 4.369 0.3 352.5 0.001 0.028 0.030 0.00133 4.348 0.3 357.5 0.001 1 0.028 1 0.030 0.00129 4.329 0.3 362.5 0.001 1 0.028 1 0.030 0.00125 4.313 0.3 BASIN 2C Lookup table: Lookup table: DISCHARGE TABLE: BASIN DEPTH (Fl) STORAGE (FTA3) OUTFLOW (CFS) 2SIDT-0 25/DT+O OUTFLOW 2SIDT+0(2) OUTFLOW(2) STORAGE (FT'3) BASIN DEPTH 0 0.000 0.00000 0.00000 0.00000 0.00000 0.00843 0.00003 0.000 0 0.1 1.260 0.00003 0.00838 0.00843 0.00003 0.01685 0.00005 1.260 0.1 0.2 2.520 0.00005 0.01675 0.01685 0.00005 0.02528 0.00008 2.520 0.2 0.3 3.780 0.00008 0.02513 0.02528 0.00008 0.03646 0.00286 3.780 0.3 0.4 5.040 0.00286 0.03074 0.03646 0.00286 0.04643 0.00443 5.040 0.4 0.5 6.300 0.00443 0.03757 0.04643 0.00443 0.05597 0.00557 6.300 0.5 0.6 7.560 0.00557 0.04483 0.05597 0.00557 0.06532 0.00652 7.560 0.6 0.7 8.820 0.00652 0.05228 0.06532 0.00652 0.07455 0.00735 8.820 0.7 0.8 10.080 0.00735 0.05985 0.07455 0.00735 0.08370 0.00810 10.080 0.8 0.9 11.340 0.00810 0.06750 0.08370 0.00810 0.09279 0.00879 11.340 0.9 1 12.600 0.00879 0.07521 0.09279 0.00879 0.10122 0.00943 12.600 1 1.1 13.768 0.00943 0.08236 0.10122 0.00943 0.10931 0.01003 13.768 1.1 1.2 14.892 0.01003 0.08925 0.10931 0.01003 0.11751 0.01060 14.892 1.2 1.3 16.037 0.01060 0.09631 0.11751 0.01060 0.12630 0.01114 16.037 1.3 1.4 17.273 0.01114 0.10401 0.12630 0.01114 0.13521 0.01166 17.273 1.4 1.5 18.533 0.01166 0.11190 0.13521 0.01166 0.14411 0.01216 18.533 1.5 1.6 19.793 0.01216 0.11980 0.14411 0.01216 0.15299 0.01264 19.793 1.6 1.7 21.053 0.01264 0.12772 0.15299 0.01264 0.16185 0.01310 21.053 1.7 1.8 22.313 0.01310 0.13566 0,16185 0.01310 0.17070 1 0.01355 22.313 1 1.8 1.9 23.573 0.01355 0.14361 0.17070 0.01355 0.17954 0.01398 -- 23.573 1.9 2 24.833 0.01398 0.15157 0.17954 0.01398 24.833 1 2 BASIN 5 INFLOW HYDROGRAPH I I I RAINFALL DISTRIBUTION (IN) FLOW (CFS) TIME (MIN) NUMBER OF BLOCK TT(N) PT(N) P(N) 1(N) Q(N) T (MIN) 0 0 0 0.000 0.000 0.000 0.000 3.5 7 50 345 2.468 0.018 0.153 0.008 10.5 14 48 331.2 2.432 0.018 0.157 0.008 17.5 21 47 324.3 2.414 0.018 0.160 0.008 24.5 28 45 310.5 2.377 0.019 0.164 0.008 31.5 35 44 303.6 2.358 0.019 0.167 0.008 38.5 42 42 289.8 2.320 0.020 0.172 0.009 45.5 49 41 282.9 2.300 0.020 0.175 0.009 52.5 56 39 269.1 2.259 0.021 0.180 0.009 59.5 63 38 262.2 2.239 0.021 0.183 0.009 66.5 70 36 248.4 2.196 0.022 0.190 0.009 73.5 77 35 241.5 2.174 0.022 0.194 0.010 80.5 84 33 227.7 2.129 0.023 0.201 0.010 87.5 91 32 220.8 2.106 0.024 0.205 0.010 94.5 98 30 207 2.058 0.025 0.214 0.011 101.5 105 29 200.1 2.034 0.025 0.219 0.011 108.5 112 27 186.3 1.983 0.026 0.229 0.011 115.5 119 26 179.4 1.956 0.027 0.235 0.012 122.5 126 24 165.6 1.902 0.029 0.248 0.012 129.5 133 23 158.7 1.873 0.029 0.255 0.013 136.5 140 21 144.9 1.814 0.031 0.271 0.013 143.5 147 20 138 1.782 0.032 0.280 0.014 150.5 154 18 124.2 1.717 0.034 0.300 0.015 157.5 161 17 117.3 1.683 0.036 0.312 0.018 164.5 168 15 103.5 1.609 0.039 0.339 0.017 171.5 175 14 96.6 1.570 0.041 0.355 0.018 178.5 182 12 82.8 1.487 0.045 0.393 0.020 185.5 189 11 75.9 1.442 0.048 0.417 0.021 192.5 196 9 62.1 1.342 0.055 0.478 0.024 199.5 203 1 8 55.2 1.288 0.060 0.518 0.026 206.5 210 6 41.4 1.163 0.073 0.634 0.032 213.5 217 5 34.5 1.090 0.083 0.722 0.036 220.5 224 3 20.7 0.909 0.122 1.060 0.053 227.5 231 2 13.8 0.787 0.172 1.493 0.074 234.5 238 1 6.9 0.615 0.615 5.348 0.287 241.5 245 4 27.6 1.007 0.098 0.850 0.042 248.5 252 7 48.3 1.228 0.065 0.569 0.028 255.5 259 10 69 1.394 0.051 0.445 0.022 262.5 266 13 89.7 1.530 0.043 0.373 0.019 269.5 273 16 110.4 1.647 0.037 0.324 0.016 276.5 280 19 131.1 1.750 0.033 0.289 0.014 283.5 287 22 151.8 1.844 0.030 0.263 0.013 290.5 294 25 172.5 1.929 0.028 0.241 0.012 297.5 301 28 193.2 2.009 0.026 0.224 0.011 304.5 308 31 213.9 2.083 0.024 0.210 0.010 311.5 315 34 234.6 2.152 0.023 0.197 0.010 318.5 322 37 255.3 2.218 0.021 0.187 0.009 325.5 329 40 276 2.280 0.020 0.177 0.009 332.5 336 43 296.7 2.339 0.019 0.169 0.008 339.5 343 46 317.4 2.396 0.019 0.162 0.008 346.5 350 49 338.1 2.450 0.018 0.155 0.008 353.5 357 51 351.9 1 2.485 0.017 0.151 0.008 360.5 IBASIN 5 FLOOD ROUTING , INFILTRATION TRENCH DETENTION T (MIN) INFLOW (CFS) 2SIDT-O 2S/DT-i.O OUTFLOW (CFS) STORAGE (FP3) DEPTH (Fr) 3.5 0.000 0.000 0.000 0.00000 0.000 0 10.5 0.008 0.000 0.008 0.00003 1.598 0 17.5 0.008 0.008 0.023 0.00010 4.824 0 24.5 0.008 0.023 0.039 0.00017 8.087 0.1 31.5 0.008 0.038 0.054 0.00023 11.393 0.2 38.5 0.008 0.054 0.071 0.00030 14.744 0.2 45.5 0.009 0.070 0.087 0.00347 17.494 0.3 52.5 0.009 0.080 0.097 0.00673 18.975 0.3 59.5 0.009 0.084 0.101 0.00807 19.580 0.3 66.5 0.009 0.085 0.103 0.00870 19.867 0.3 73.5 0.009 0.086 0.105 0.00908 20.041 0.3 80.5 0.010 0.086 0.105 0.00938 20.178 0.3 87.5 0.010 0.087 0.106 0.00967 20.308 0.3 94.5 0.010 0.087 0.107 0.00996 20.440 0.3 101.5 0.011 0.087 0.108 0.01027 20.581 0.3 108.5 0.011 0.088 0.109 0.01060 20.731 0.3 115.5 0.011 0.088 0.110 0.01096 20.896 0.3 122.5 0.012 0.089 0.112 0.01135 21.073 0.3 129.5 0.012 0.089 0.113 0.01179 21.270 0.3 136.5 0.013 0.089 0.115 0.01221 21.495 0.4 143.5 0.013 0.090 0.116 0.01258 21.793 0.4 150.5 0.014 0.091 0.119 1 0.01305 22.172 0.4 157.5 0.015 0.093 0.121 0.01362 22.637 0.4 164.5 0.016 0.094 0.125 0.01429 23.174 0.4 171.5 0.017 0.096 0.128 0.01508 23.811 0.4 178.5 0.018 0.098 0.133 0.01598 24.543 0.4 185.5 0.020 0.101 0.138 0.01708 25.427 0.4 192.5 0.021 0.104 0.144 0.01836 26.465 0.4 199.5 0.024 0.108 0.152 0.01971 27.838 0.5 206.5 0.026 0.113 0.163 0.02135 29.645 0.5 213.5 0.032 0.120 0.177 0.02368 32.245 0.6 220.5 0.036 0.130 0.197 0.02643 35.906 0.6 227.5 0.053 0.145 0.233 0.03092 42.505 0.7 234.5 0.074 0.171 0.299 0.03785 54.779 1 241.5 0.267 0.223 0.564 0.05888 106.063 1.9 248.5 0.042 0.446 0.755 0.07069 143.720 2.5 255.5 0.028 0.614 0.684 0.06652 129.752 2.4 262.5 0.022 0.551 0.602 0.06137 113.503 2.1 269.5 0.019 0.479 0.520 0.05587 97.440 1.8 276.5 0.016 0.408 0.443 0.05023 82.454 1.5 283.5 0.014 0.342 0.373 0.04461 68.962 1.2 290.5 0.013 0.284 0.311 0.03906 57.169 1 297.5 0.012 0.233 0.258 0.03370 47.164 0.8 304.5 0.011 0.191 0.214 0.02858 38.955 0.7 311.5 0.010 0.157 0.179 0.02386 32.481 0.6 318.5 0.010 0.131 0.151 0.01952 27.629 0.5 325.5 0.009 0.112 0.131 0.01564 24.264 0.4 332.5 0.009 0.100 0.118 0.01293 22.075 0.4 339.5 0.008 0.092 0.109 0.01065 20.751 0.3 346.5 0.008 0.088 0.105 0.00913 20.064 0.3 353.5 0.008 0.086 0.102 0.00836 19.712 0.3 360.5 0.008 1 0.086 1 0.101 0.00791 19.507 0.3 BASIN 5 Lookup table: Lookup table: DISCHARGE TABLE: BASIN DEPTH (Fr) STORAGE (FT-3) OUTFLOW (CFS) 2SIDT-0 2SIDT+O OUTFLOW 25/DT+0(2) OUTFLOW(2) STORAGE (FT"3) BASIN DEPTI 0 0.000 0.00000 0.00000 0.00000 0.00000 0.02581 0.00011 0.000 0 0.1 5.355 0.00011 0.02539 0.02561 0.00011 0.05122 0.00022 5.355 0.1 0.2 10.710 0.00022 0.05078 0.05122 0.00022 0.07683 0.00033 10.710 0.2 0.3 16.065 0.00033 0.07617 0.07683 0.00033 0.11412 0.01212 16.065 0.3 0.4 21.420 0.01212 0.08988 0.11412 0.01212 0.14825 0.01875 21.420 0.4 0.5 26.775 0.01875 0.10875 0.14625 0.01875 0.17659 0.02359 26.775 0.5 0.6 32.130 0.02359 0.12941 0.17659 0.02359 0.20612 0.02762 32.130 0.6 0.7 37.485 0.02762 0.15088 0.20612 0.02762 0.23514 0.03114 37.485 0.7 0.8 4?.840 0.03114 0.17286 0.23514 0.03114 0.26381 0.03431 42.840 0.8 0.9 48.195 0.03431 0.19519 0.26381 0.03431 0.29223 0.03723 48.195 0.9 1 53.550 0.03723 0.21777 0.29223 0.03723 0.32044 0.03994 53.550 1 1.1 58.905 0.03994 0.24056 0.32044 0.03994 0.34849 0.04249 58.905 1.1 1.2 64.260 0.04249 0.26351 0.34849 0.04249 0.37640 0.04490 64.280 1.2 1.3 69.615 0.04490 0.28660 0.37640 0.04490 0.40420 0.04720 69.615 1.3 1.4 74.970 0.04720 0.30980 0.40420 0.04720 0.43189 0.04939 74.970 1.4 1.5 80.325 0.04939 0.33311 0.43189 0.04939 0.45950 0.05150 80.325 1.5 1.6 85.680 0.05150 0.35650 0.45950 0.05150 0.48703 0.05353 85.680 1.6 1.7 91.035 0.05353 0.37997 0.48703 0.05353 0.51449 0.05549 91.035 1.7 1.8 - 96.390 0.05549 0.40351 0.51449 0.05549 0.54189 0.05739 96.390 _1.8 1.9 101.745 0.05739 0.42711 0.54189 0.05739 0.56924 0.05924 101.745 1.9 2 107.100 0.05924 0.45076 0.56924 0.05924 0.59653084 0.06103 107.100 2 2.1 112.455 0.06103 0.47447 0.59653 0.06103 0.62377683 0.06278 112.455 2.1 2.2 117.810 0.06278 0.49822 0.62378 0.06278 0.65097963 0.06448 117.810 2.2 2.3 123.165 0.06448 0.52202 0.65098 0.06448 0.6781425 0.06614 123.165 2.3 2.4 128.520 0.06614 0.54586 0.67814 0.06614 0.70526828 0.06777 128.520 2.4 2.5 133.875 0.06777 0.56973 0.70527 0.06777 0.73235953 0.06936 133.875 25 2.6 139.230 0.06936 0.59364 0.73236 0.06936 0.75941849 0.07092 139.230 2.6 2.7 144.585 0.07092 0.61758 0.75942 1 0.07092 144.585 2.7 xnmrr "A" \ '\\t ' / oJ ; i ,,/ I I, / - I t I \ $ I 4 j / I / 11 / / 1/ 1 / \> / / I I \ j/I/" ,// / / 1 "N / I / P .' i / I / I \ : ; / / / — t 1 / / ( Li'I i - L 07 7 I' / I I 'N / I : L ' S ' i,,) i h' -< / 1//; ,x' ,( \\ / / / < /' / N , /1 I :: 4 1 / I // / :: , I / "SI". is I \ \ ". 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IH/TML SUB ARM I 0' 5' 20' 10' 40' SCALE: 1" 20' PREPARED: AUCIIST i. 2005 CONSULTA TS 2710 Loker Avenue West Civil Engineering Suite 100 Planning Carlsbad, California 92010 Processing 760-931-7700 Surveying Fax:760-931-8680 ©2005 O'Day Consultants, Inc. C: \051139\0539EX—DDMAP.dwg Sep 26, 2005 11:51am Xrefs: 05397UT1; 0539MAP; 0539TP £171111117 "11" EXISTING CONDITION DRA INA GE MAP FOR ADAMS STREET (LOT 5 & UP TO PROPOSED PAD LIMIT FOR OUTFLOW COMPARISON TO PROPOSED CONDITIONS LEGEND AREA (AC) NODE/ELEVA liON......• iCy xxx xx DIREC71ON OF FLOW BASiN BOUNDARY — EX/S11NC EZEVA 111 (XXX,kX) £k1S1lN17 CONTOUR ii I I I / / I I f /,:•- / / / / ! / X / / r I / 1 1 I 1' I / / J. /• \ [ (•' /! / 12 III I /Jr1 1/1 'I - 1/ 1 I /1 / I / /•?" f 11 I iI c.1 X;:: PREPARED: AUC(JST 1, 2005 REWSED MAY 4, 2007 0 CONSULTA IS 2710 Loker Avenue West Civil Engineering Suite 100 Planning Carlsbad, California 92010 Processing 760-931-7700 Surveying Fax:760-931-8680 l/'; /' J / / / / / ' / / / / •-' / •/ /r!'v / / // / /// 1//f I I I (II I 1/ / f 1 jJEl/ / % / Yk 21, o ©2007 O'Day Consultants, Inc. G:\051139\0539ex—proposed.dwg Apr 09, 2008 10:24am Xrefs: 0539TP; 053981TE; 05390RD; 0539MAP; 0539STR; 0539UTL 71NG 18" RCP STORM DRAIN 0 369-9 SEE CITY OF CARLSL9AD DWG. N. CONCRE APR' EXHIBIT - ADA MS ST* ADDITIONA L STREET AREA ADDED: U--ij TIMATE CONDITION LEGEND 1.00 AREA (AC.) NODE/ELEVA liON .....100 xxx xx BASIN BOUNDARY ..... (xxx XX) EXIS11NC CONTOUR. . . . INIML SUB AR&4 N NOTE.- ASSUME THA T IN UL 774/A 1E CONDITiON, ADAMS STREET MLL BE I4'1DENED SO THAT CONCRETE \ CURB WIT/I CON 17GL/OIJS SIDEWALK EXTENDS THE ENTIRE LENGTH OF THE BASIN THIS FLOW WILL I ADD TO THE FLOW COLLECTED A I THE H CONCRETE APRON TO THE EAST 0' 5' 20' 10' 40' SCALE: 1 = 20' \\ N \ ) \\\•\\ .///// / / / / \ \\ \\\\ \ \ \ \ 7 i IJH L / ) / / 12 \AC/1' /'/ / .V'//. ./ / \\(\\\\\ \ 1 \\ \ \\ \ \ \\ N 7 N N I \ 'Ht S. \$ I I .. PREPARED: MARCH 17, 2008 0 C 0 N S U L T ON IS 2710 Laker Avenue West Civil Engineering Suite 100 Planning Carlsbad, California 92010 Processing 760-931-7700 Surveying Fax:760-931-8680 ©2008 O'Day Consultants, Inc. G:\051139\0539ex—hyd—prop—odams.dwg Apr 09, 2008 10:12am Xrefs: 0539MAP; 0539TP; 0539S1R; 05390RD; 0539s1te; 05397UTL * TI1AI Ll U -1'1-AN Z..WkfloNS PVSED 9t L I £I.i1. -- -- 1 + ti 41 - - 2 EAST. 25' IRREVOCABLE OfFER To DEDICATE PUBLIC C) SEI I I ACCESSS EJ & DECLARATION OF RESThJC11ONIN C) SAWCUT EXIST. AC. PWAT REMOVE EXiST. 18' (p STORM DRAIN. 4' WIDE TRENCH RESURFACING PER G-24, TW'E 'B 4' WIDE TRENCH RESURFACING PER G-24, TYPE 'B 312199 AS FILE No. 1999-0131314 OF O.R. / If EXIST. SENER EASEMENT / 1 / 25' IRREVOCABLE OFFER ..i GRANTED To THE C/fl" I I / OF DEDICATiON FOR PUBLIC / 7 OF CARLSBAD MARC!! 5, 1964 i I ACCESS PER PARCEL MAP FOR I AS ALE NO. 41724 OF O.R, M. 96-01. / C) 1 x 47 I • - -- / SUBDIWSION BOUNDARY SEE CONS77?UC1TON NOTE 1 X RAP ENERGY OIPATGR PER D-40, TWE 2 1/2 TORiPRAP, 3/4' TH!CO 12' TH!CI FiLTER &,4NKET. SOLID GROUT2000 PSI MIMI f\J WEN R!PRAP V01M A MIN Ok 6' 0P I PREVENT !GETA liON GROWTH. LI ) / Issio 6' WIDE PUBLIC DRAINAGE. EASEMENT G1?AN1ED TO THE CITY OF CARLSBAD. RECORDED___________ D AS FILE NO. _______ j L JJ STORM DRAIN DATA Wow wis'iu DEMWIM (j) N11*43'290E 38.32' 18' RCP 1350-0 WITH WATER TiGHT JOINTS SC4LE:10 - 20' (]) N07-05'05'E 80.68' 18' RCP 1350-0 WITH WA1FJ? TIGHT JOINTS (,) NOJ'56'48'E 113.00' 18' RCP 1350-0 JOB NO. 98-035 0€' p: \adarnon\9803534wg