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HomeMy WebLinkAboutCT 04-11; Poinsettia Commons; Drainage Report; 2007-02-01'D copy j Initial Date DRAINAGE REPORT POINSETTIA COMMONS CITY OF CARLSBAD, CA FEBRUARY 2007 Prepared For: Trammell Crow Residential 949 South Coast Drive #400 San Diego, CA 92626 Prepared By: PROJECT DESIGN CONSULTANTS Planning I Landscape Architecture I Environmental I Engineering Survey PDC Job No. 3153.00 701 B Street, Suite 800 San Diego, CA 92101 619.235.6471 Tel 619.234.0349 Fax Prepared by: Brinton Swift Under the supervision of Richard P. Hall, PE RCE 62034 Registration Expires 09/30/07 O- 8 CO TABLE OF CONTENTS 1. INTRODUCTION 1 2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS 2 3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS 3 3.1 Hydrology Criteria 3 3.2 Hydrology Methodology 4 3.3 Hydrology Results 4 4. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS 5 5. CONCLUSION 6 FIGURES Figure 1: Project Vicinity Map 1 TABLES Table 1: Hydrology Criteria 4 Table 2: Summary of Hydrology Results 5 APPENDICES 1 San Diego County Isopluvials and Soil Map 2 Proposed Condition Rational Method Computer Output 3 Hydraulic Calculations 4 Exhibits 5 Excerpts from Vernal Pool Study 1.INTRODUCTION This drainage report has been prepared in support of a Final Engineering submittal for the Poinsettia Commons, which is located in the City of Carlsbad, California. The Project is situated to the west of Interstate 5 and is bounded to the north by Avenida Encinas, to the south by Poinsettia Planning Area 2 (a residential development), to the east by Poinsettia Planning Area 5 (a residential development), and to the west by the San Diego Northern Railway. See Figure 1 for the project vicinity map. PACIFIC OCEAN Figure 1: Project Vicinity Map From a regional drainage perspective, the Project's storm drain system will connect to an existing backbone storm drain built during construction of Poinsettia Cove Planning Areas 2, 3, and 4. A thorough discussion of the existing backbone system is completed in the Waters End Drainage Report by Project Design Consultants, February 2002. The purpose of this report is to: provide runoff values for proposed conditions and determine the hydrologic impact, if any, to the existing storm drain system. P:\3153\ENGR\REPORTS\DRAIN\3153DR.doc 1 The proposed site consists of Lot 5 and a portion of Planning Area 5 (PA 5). Lot 5 is located on the west side of Embarcadero Lane and PA 5 is located on the east side of Embarcadero Lane. Development of the portion of PA 5 involves site grading, construction of a commercial structure, and associated hardscaping, landscaping and utilities. Lot 5 development includes site grading, construction of a one story underground parking garage, construction of mixed use structures, and associated hardscaping, landscaping and utilities. Additionally, the northly leg of Embarcadero Lane will be realigned, including improvements to the storm drain system. The total project area is 5.35 acres. Included in this report are: • Drainage area delineations and peak flow hydrology calculations using the modified rational procedure for the pertinent drainage areas. • Normal depth hydraulic calculations for the private storm drain systems. • Inlet calculations for the inlets along Embarcadero Lane. 2. EXISTING AND PROPOSED DRAINAGE PATTERNS AND IMPROVEMENTS The site currently consists of vacant fields vegetated with native grasses and shrubs. Rainfall from PAS generally sheetflows to the southwest and is collected in a public storm drain inlet where it is conveyed offsite in a backbone system. Rainfall from Lot 5 sheetflows to the southwest where it is collected in a storm drain inlet and is discharged at the north west corner of PA 2,3, and 4. See Exhibit A for an existing conditions drainage map. Site development will generally maintain existing drainage patterns. Design of the backbone system was intended to account for development of the project site. In accordance with backbone design, proposed site drainage will sustain some flow to the northwest corner of PA 2, 3, and 4, as defined in the entitlement of the project. Flows generated by PA 5 will be collected by area drains in the improved storm drain system, then conveyed to the existing backbone system. Runoff from the realigned Embarcadero Lane will be conveyed to the existing backbone system by ribbon gutters, area drains, a trench draina, and improved private stormdrain pipes. P:\3153\ENGR\REPORTS\DRAIN\3153DR.doc Flow generated by Lot 5 will sheet flow to the west, where it will be collected by area drains and conveyed to the southwest corner of PA 2, 3, and 4 via a private stormdrain and swale system. Flows are then conveyed along the San Diego Northern Railway right of way, in a natural swale before they enter a vernal pool on the southwestern side of PA 2, 3, and 4. Flows captured in the vernal pool then infiltrate or evaporate. Appendix 5 includes a predeveloped conditions exhibit, and post PA 5 development exhibit for areas surrounding the vernal pool. Drainage improvements will consist of extension of the existing Embarcadero Lane storm drain system to facilitate drainage for site development of the northern portion of PA 5 and the realigned street. In spite of the realignment of Embarcadero Lane the existing mainline drainage system will remain primarily intact, with modifications to inlet locations. Due to utility conflicts and cover issues, drainage of the northern portion of Embarcadero Lane will be facilitated by a trench drain spanning the width of the street. Ribbon gutters will convey flows along Embarcadero Lane before entering the private storm drain system. Additionally, a private storm drain will be constructed along the west side of Lot 5. The two offsite 12-inch pipes on the southwest corner of the project will be replaced with the 18-inch outlet from the proposed storm drain improvements. 3. HYDROLOGY CRITERIA, METHODOLOGY, AND RESULTS 3.1 Hydrology Criteria Table 1 summarizes the key hydrology assumptions and criteria used for the hydrologic modeling. P:\3153\ENGR\REPORTS\DRAIN\3 l53DR.doc Table 1: Hydrology Criteria Existing and Proposed Hydrology: Soil Type: Runoff coefficients: Rainfall intensity: 100-year storm frequency, 6-hour storm Hydrologic Soil Group A, per previously approved Waters End Drainage Report. See Appendix 1 for a soils map. Based on criteria outlined in the 2003 San Diego County Hydrology Manual. IDF curve per 2003 County of San Diego Hydrology Manual methodology. See Appendix 1 for County Isopluvial Map. 3.2 Hydrology Methodology Drainage areas were defined from proposed topographic maps of the site. Hydrologic analysis was completed in conformance with the Modified Rational Method, outlined in the 2003 San Diego County Hydrology manual. The goal of the Modified Rational Method analysis was to determine the peak 100-year flow rates for the storm drain pipes by developing a node link model of the contributing drainage area and applying the intensity-duration-frequency (IDF) curve to the areas. Civil-D computer program was used to obtain the peak flow rates for the onsite drainage areas in the proposed condition using the node-link model developed for the proposed condition. 3.3 Hydrology Results Exhibit B shows the proposed onsite hydrology basins and sub basins and peak flows for the site. See Appendix 2 for the Civil-D hydrology model output. Rational method calculations were used to determine flow rates for sizing of the onsite private storm drains. Table 2 summarizes the hydrology results and compares them to the results from the master drainage studies. P:\3153\ENGR\REPORTS\DRAIN\3153DR.doc Table 2: Summary of Hydrology Results Discharge Location PA 2, 3, and 4 Backbone Southwest corner of site into double 12" culvert/Proposed 18" storm drain outlet Waters End Drainage Report Calculated Discharge 16.7 cfs 4.8 cfs Proposed Discharge 10.6 cfs 7.0 cfs Proposed 100-year peak flowrate into the backbone storm drain is less than the designed peak discharge of the existing system. Therefore, the downstream pipe network will be sufficient for the anticipated peak flows. Site development increases discharges to the southwest corner of the site, however a pre-developed drainage study of the vernal pool indicates flows to the pool prior to development during the 100-year storm event were approximately 33-cfs. Development of the area resulted in diversion of most runoff to storm drain systems discharging to Batiquitos Lagoon. Consultation with City of Carlsbad officials indicated that additional flows to the vernal pool, resulting from development of the Project site, are acceptable hydraulically, and beneficial to the vernal pool habitat. 4. HYDRAULIC CRITERIA, METHODOLOGY, AND RESULTS Haestad's Flow Master was used to complete normal depth calculations for the private storm drain systems. Normal depth hydraulic calculations were also completed in Flow Master for the swale on the northwest corner of PA 2, 3, and 4. Normal depth calculations indicate that all private storm drain pipes and the swale have adequate conveyance for the 100-year storm runoff. Normal depth hydraulic calculations are presented in Appendix 3. A cross section of the swale used in normal depth calculations is included in Appendix 3. Inlet calculations were completed for private storm drain inlets along Embarcadero Lane using methodology presented in the San Diego County Drainage Design Manual, July 2005, per instruction from the plan checker for the City of Carlsbad. Flows in drainage basins with two inlets along Embarcadero Lane, were assumed to be divided evenly between inlets. All inlets P:\3153\ENGR\REPORTS\DRAIN\3153DR.doc were sized such that maximum depth of flow surrounding inlets is 3-inches. See Appendix 3 for hydraulic inlet calculations. Analysis of the trench drain on the northern end of Embarcadero Lane was completed in Flow Master as a grated inlet in a sump. Reduction in trench drain capacity associated with the grate and 50% clogging was assumed in analysis. Assuming flow enters the trench drain from both sides the 12-inch wide, 30-feet long trench drain will capture all flows with localized ponding less than 0.1-feet. See Appendix 3 for trench drain calculations. 5. CONCLUSION This drainage report supports the Final Engineering Submittal for the proposed Poinsettia Commons development. The main focus of this report is to ensure post-development peak flows do not negatively affect the existing storm drain infrastructure. Based on the results from the hydrologic analysis, the peak 100-year flow rates are less than the planned peak flow rates from design of the PA 2, 3, and 4 drainage plan. Site development does increase runoff to the southwest corner of the project site, which, in turn increases discharge down the San Diego Northern Railroad right of way and the vernal pool. However, this increase does not surpass the capacity of the proposed and existing offsite drainage systems as analyzed hi the pre-developed vernal pool conditions. Therefore, no detention is required as project flow rates were either anticipated in the master drainage plan or are conveyed offsite in the unproved drainage system. P:\3153\ENGR\REPORTS\DRAIN\315 JDR-doc APPENDIX 1 San Diego County Isopluvials and Soil Map t. J I B 0 I I B ny y y I.fa. • CO inT—aIV. ibV- CD 33W > ; •••' !/*£.<« ,. I RtyerSide County •«.' '. •,. \ 0? N'\>.\ \ ;J, ^wzm*.» • * * I \ :• ..fit :"\ l 32°30'32'30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) r CIS CIS N THIS fcWP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRESSOR IMPLIED. INCLUDING BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE.Copyright SonGlS. All RJghtt RMCTVMJ. THi product! may contain Information from me SANDAG RegionalInformation Sy*lem which cannot b« repnxhicMi **thout th« wrtnwi pwmlHlon of SANDAG. Thlt product nwy eonWn Wonrwflon which has b«on raproouc«d with pwmlMlon grantad by Thoma* B 303 Miles 1 n . j I I y e i o iy T^ y bo 33°3I> 33°15' 33°00' 32-45' 32°30' Riverside County •-,/>N-6-r SOLANA BEACH \l"^ /' •,'. • *DEL MAR 32°30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 24 Hours Isopluviai (inches) PWCIS CIS N THIS WkP IS PROVIDED WITHOUT WARRANTY OF ANY KIND. EITHER EXPRESSOR IMPLIED INCLUDING 8LTT NOT UM1TED TO, THE IM'UED WARRANTIES OF MERCHAWTAB1UTY AND FITNESS FOR A PARTICULAR PURPOSECopyright SanGIS. All Rights RMWVMJ. Thli product* may contain Information from me SANOAO RegionalInformation Syitam which cannot ba nproducod Mtthout th« mofSANDAQ, This product may contain Inronratlon which hai ba«n reprodjcnd wrth parmlBalon grmtad by Thomaa Brolhar* Mapt 303 Miles 3 i i i i i i i i i i t i i i i i i i i i i • i m i I 1 II I 10.0 9.0 8.0 7.0 6.0 5.0 4.0 3.0 2.0 3 '1 1.0 -0.9 gO.8 f07 0.6 0,5 0.4 0.3 0,2 0.1 "^ ^ s X X, X V s X, " X, ^ "• X •» X « X X X X X X X X, x - x X s x *% ^ X - x X. X - x» X, s, s s ^ x, x %, s s, s x X x x X, •s * x s • x * x 1 N s *» X "• 'S * X x X X 1 s X N s N s s s s s s s - s v SN s, ss s Si X s &ss'-. N^/sX, ^x'':l:''Fxsi. " »><v>! ''!'''»» ''>»('i|'i,'i'|i '*N\ '*••,,, -,;x. S '', '''i SX, %>1'., ^ ' 1 >s V ' ' | : ' . * ' , ' ' , ^ I = 7.' — \n\ P6 = 6- I D = Di ' ( ,> ''v, ^''•'X'' '' -i, vXX'iX!;; :> X. '' ,' '•''''' s '' ., ''., '' ^ »,1 s ' '1 1 t X s '>,( ' . 1 X EQUATION 44 P6 D-0-645 ensity(in/hr) Hour Precipitation (in] jratton (rrtin) X X X s X ^ s X X s N X * s X X - ss s X s X X s X - s s v 1 - s X s ^ , ^ s s s ^ s, s S N*sS«! Ns- V1' s X *' u£ h ' * *l * » N '*»* s * — . _ S , . . . . «. _ _ _ * „ i , , v 5 6 7 8 9 10 15 20 30 40 SO i 2 34 Minutes HoursDuration i Jilir g > "0'x l, ,. !i .1 . 60 "°.*.•,. \\ .Sg, '.,;• 5.0 §1 . 4. *> ^s ' 3 2 "3 K W .'!:: .3"o 2,0 . ,,.,., , ^ 5 , + i 1 -t n 6 6 Dlrectk (1) Fran fort Cou Inth (2) Adju the app (3) Plot 4) Dra\ (5) This bein Applies (a) Sele (b)P6 = c) Ad]u (d)Lx- >nsfc nprec nesel ntyHi eDes st61- ange icaple 6hrf wa fir linei gana itlon cted 2^ sted >rA ipita ecte drat •igrt rpr of 4 to! >rec eth sth« lyze =orr reqi s_ r in Note: This chart curves use P6 Duration —Jr. 10"is 20 25 30 40 50 60 90 120 150 180 240 300 360 1 ) 2.63 2.12 1 30 1.08 bM "0.69 6.60j6:53" 0.34 6.29 6.26 "0.22" 0.19 0.17 1.5r 3.95 3.18 1 95 1.6Z i!40 1.24 t.03 0.90 0.80 Ofi1 0.51 0.44 0.39 6!33 0^8 ppllc tion dfre ogy& and scipi 5%\ Dese pitat roug 5 inte d. n: jenc in.J nin. ./hr. repla d sin .ation: maps determine 6 hr and 24 hr amounts quency. These maps are Included in the Manual (10, 50, and 100 yr maps included Procedure Manual). ation (if necessary) so that it is within o 65% of the 24 hr precipitation (not it). on on the right side of the chart, h the point parallel to the plotted lines, nsity-duration curve for the location v \OC) year D24 = ...4... -p"^ = £2>S> %W ?.£• in. 24 ces the Intenstty-Duratton-Frequency ce 1965. f ].. !„ I ...j. .._!_ _ 2 1 .5,2?... 4.24 3.37 2.59 2.15 1.87 ijBfi 1.38 1.19 Toenn?' 0.68 0.59 0.62 0.43 0.25 0,33 2.5 3 i, 3.5 1 • I ! I 6.591 7.901 9.22 5.30 i 6.36 ' 7.42 3 24 i 3.89 14 54 2.69 13.23! 3.77 2.33 T2.BO] 3.27 1.72; 2.071 2.4'f J.49J1..79J2.09 0.8SU.02J1.19 0.65 i 6.78 1 6.91 6:54]o:65!o;76 4 j 4.5 i 1 1 10.541 11.86 6.74 I 7.58 519 i 584 4".31 ! 4.85 3.73 i 4^0 3.32 1 a.73j 2.76 i 3.10 2.39L2.69 1.63 i 1.84 1.36 ! 1.S3 1.18 ! 1.32TJdi4TiTi8" 0.87 i 0.98 6.47 1 6.58T6.66f 6.75 | 6.85 6.421 6.50 1 0.58 0.67 ! 0.75 1 5 1 1MZ10.60 LML649 5.39 4.67 4.15 3.45 2.98 '"2.65"" 2,04 1.70 '1.47 1,31 1.08 6.94 6.84^ j 6 1 14.481 15.81 1 1.661 12.72 9.27i1D.11 7 13 7.7R 5.93 5.13 4.58 3.28..„_„ 225' 1.87 1.62 1.44 1.19 1.03 0.92 6.46 5.60 4.98 4.13 3.58.__ 2.45 2.04 176 1.57Tao" 1.13 1.00 FIGURE Intensity-Duration Design Chart -Template 3-1 .. . . ' ~ " \ V I> A.i \ • \V,,\ \\\V.A\ * "^ •- -n APPENDIX 2 Proposed Condition Rational Method Computer Output 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: 08/16/06 3153 POINSETTIA COMMONS SYSTEM 100 - PROPOSED CONDITIONS 100 YEAR STORM AUGUST 14, 2006 ********* Hydrology Study Control Information ********** Program License Serial Number 4049 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) = 4.000 P6/P24 = 62.5% San Diego hydrology manual 'C' values used Process from Point/Station 100.000 to Point/Station 105.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 57.900(Ft.) Lowest elevation = 57.690(Ft.) Elevation difference = 0.210(Ft.) Slope = 0.300 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.30 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 10.08 minutes TC = tl.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.5700)*( 50.000*.5)/( 0.300^(1/3)]= 10.08 The initial area total distance of 70.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.73 minutes for a distance of 20.00 (Ft.) and a slope of 0.30 % with an elevation difference of 0.06(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) 0.734 Minutes Tt=[(11.9*0.0038*3)/( 0.06)]*.385= 0.73 Total initial area Ti = 10.08 minutes from Figure 3-3 formula plus 0.73 minutes from the Figure 3-4 formula = 10.81 minutes Rainfall intensity (I) = 4.006(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.09KCFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 105.000 to Point/Station 110.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 55.620(Ft.) Downstream point/station elevation = 54.700(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.091(CFS) Nearest computed pipe diameter = 3.00(In.) Calculated individual pipe flow = 0.091(CFS) Normal flow depth in pipe = 2.28(In.) Flow top width inside pipe = 2.56(In.) Critical Depth = 2.20(In.) Pipe flow velocity = 2.26(Ft/s) Travel time through pipe = 0.55 min. Time of concentration (TC) = 11.36 min. Process from Point/Station 115.000 to Point/Station 110.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Time of concentration = 11.36 min. Rainfall intensity = 3.879(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.446 CA = 0.080 Subarea runoff = 0.220(CFS) for 0.140(Ac.) Total runoff = 0.311(CFS) Total area = 0.180(Ac.) Process from Point/Station 110.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.700(Ft.) Downstream point/station elevation = 53.870(Ft.) Pipe length = 165.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.311(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.311(CFS) Normal flow depth in pipe = 3.98(In.) Flow top width inside pipe = 5.67(In.) Critical Depth = 3.39(In.) Pipe flow velocity = 2.24(Ft/s) Travel time through pipe = 1.23 min. Time of concentration (TC) = 12.59 min. Process from Point/Station 121.000 to Point/Station **** SUBAREA FLOW ADDITION **** 120.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Time of concentration = 12.59 min. Rainfall intensity = 3.631(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.465 CA = 0.149 Subarea runoff = 0.229(CFS) for 0.140(Ac.) Total runoff = 0.540(CFS) Total area = 0.320(Ac.) Process from Point/Station 122.000 to Point/Station **** SUBAREA FLOW ADDITION **** 120.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 12.59 min. Rainfall intensity = 3.631(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.251 Subarea runoff = 0.370(CFS) for 0.120(Ac.) Total runoff = 0.911(CFS) Total area = 0.440(Ac.) Process from Point/Station 121.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 120.000 Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.440(Ac.) Runoff from this stream = 0.911(CFS) Time of concentration = 12.59 min. Rainfall intensity = 3.631{In/Hr) Process from Point/Station 123.000 to Point/Station 125.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Initial subarea total flow distance = 30.000(Ft.) Highest elevation = 58.100(Ft.) Lowest elevation = 57.580(Ft.) Elevation difference = 0.520 (Ft.) Slope = 1.733 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.73 %, in a development type of Office Professional In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.13 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8500)*( 70.000*.5)/( 1.733^(1/3)]= 3.13 Calculated TC of 3.134 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 = 0.850 Subarea runoff = 0.168(CFS) Total initial stream area = 0.030(Ac.) Process from Point/Station 125.000 to Point/Station 127.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 57.580(Ft.) End of street segment elevation = 55.600(Ft.) Length of street segment = 108.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 14.000 (Ft.) Distance from crown to crossfall grade break = 12.500 (Ft.) Slope from gutter to grade break (v/hz) = 0.083 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 = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0170 Manning's N from gutter to grade break = 0.0170 Manning's N from grade break to crown = 0.0170 Estimated mean flow rate at midpoint of street = 0.512(CFS) Depth of flow = 0.220(Ft.), Average velocity = 1.868(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.145(Ft.) Flow velocity = 1.87(Ft/s) Travel time = 0.96 min. TC = 4.10 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 0.145 Subarea runoff = 0.784(CFS) for 0.140(Ac.) Total runoff = 0.952(CFS) Total area = 0.170(Ac.) Street flow at end of street = 0.952(CFS) Half street flow at end of street = 0.952(CFS) Depth of flow = 0.256(Ft.), Average velocity = 2.078(Ft/s) Flow width (from curb towards crown)= 5.964(Ft.) Process from Point/Station 127.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.085(Ft.) Downstream point/station elevation = 53.870(Ft.) Pipe length = 43.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.952(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.952(CFS) Normal flow depth in pipe = 6.16(In.) Flow top width inside pipe = 8.36(In.) Critical Depth = 5.36(In.) Pipe flow velocity = 2.95(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 4.34 min. Process from Point/Station 127.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.170(Ac.) Runoff from this stream = 0.952(CFS) Time of concentration = 4.34 min. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream No. Flow rate (CPS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax ( 1 ) 0.911 0.952 = 1.000 * 0.551 * 12.59 4.34 1.000 * 1.000 * 3 6 0.911) + 0.952) + 3.631 6.587 Qmax(2) 1.000 1.000 0.345 * 1.000 * 0.911) + 0.952) + 1.435 1.266 Total of 2 streams to confluence: Flow rates before confluence point: 0.911 0.952 Maximum flow rates at confluence using above data: 1.435 1.266 Area of streams before confluence: 0.440 0.170 Results of confluence: Total flow rate = 1.435(CFS) Time of concentration = 12.590 min. Effective stream area after confluence = 0.610(Ac.) Process from Point/Station 120.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 53.800(Ft.) Downstream point/station elevation = 52.660(Ft.) Pipe length = 225.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.435(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 1.435(CFS) Normal flow depth in pipe = 6.46(In.) Flow top width inside pipe = 11.96 (In.) Critical Depth = 6.08(In.) Pipe flow velocity = 3.33(Ft/s) Travel time through pipe = 1.13 min. Time of concentration (TC) = 13.72 min. Process from Point/Station 135.000 to Point/Station **** SUBAREA FLOW ADDITION **** 130.000 Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 0.000 0.000 0.000 1.000 Time of concentration = 13.72 min. Rainfall intensity = 3.435(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.585 CA = 0.485 Subarea runoff = 0.233{CFS) for 0.220(Ac.) Total runoff = 1.668(CFS) Total area = 0.830 (Ac.) Process from Point/Station 140.000 to Point/Station **** SUBAREA FLOW ADDITION **** 130.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Time of concentration = 13.72 min. Rainfall intensity = 3.435(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.659 CA = 0.738 Subarea runoff = 0.867(CFS) for 0.290(Ac.) Total runoff = 2.535(CFS) Total area = 1.120(Ac.) Process from Point/Station 130.000 to Point/Station 145.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 52.660(Ft.) Downstream point/station elevation = 52.200(Ft.) Pipe length = 127.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow Nearest computed pipe diameter = Calculated individual pipe flow = Normal flow depth in pipe = 8.82(In.) Flow top width inside pipe = 14.76(In.) Critical Depth = 7.65(In.) Pipe flow velocity = 3.37(Ft/s) Travel time through pipe = 0.63 min. Time of concentration (TC) = 14.34 min. 2.535(CFS) 15.00(In.) 2.535(CFS) Process from Point/Station 155.000 to Point/Station **** SUBAREA FLOW ADDITION **** 145.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area. C Value = 0.820 ,„, Time of concentration = 14.34 min. Rainfall intensity = 3.338(In/Hr) for a 100.0 year storm »' Effective runoff coefficient used for total area (Q=KCIA) is C = 0.729 CA = 1.451 "< Subarea runoff = 2.309(CFS) for 0.870 (Ac.) Total runoff <= 4.844(CFS) Total area = 1.990(Ac.) Process from Point/Station 145.000 to Point/Station 150.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 52.200(Ft.) Downstream point/station elevation = 51.900(Ft.) Pipe length = 55.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.844(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.844(CFS) Normal flow depth in pipe = 10.30(In.) Flow top width inside pipe = 17.81(In.) Critical Depth = 10.15(In.) Pipe flow velocity = 4.63(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 14.54 min. Process from Point/Station 145.000 to Point/Station 150.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 1.990(Ac.) Runoff from this stream = 4.844(CFS) Time of concentration = 14.54 min. Rainfall intensity = 3.308(In/Hr) Process from Point/Station 160.000 to Point/Station 165.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 81.000(Ft.) Highest elevation = 58.700 (Ft.) Lowest elevation = 57.300(Ft.) Elevation difference = 1.400(Ft.) Slope = 1.728 % Top of Initial Area Slope adjusted by User to 0.017 % Bottom of Initial Area Slope adjusted by User to 0.017 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.02 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 13.86 minutes TC = [1.8*(l.l-C)*distance(Ft.)*.5)/(% slope*(l/3)] TC = [1.8*(1.1-0.8200)*( 50.000*.5)/( 0.017*(1/3)]= 13.86 The initial area total distance of 81.00 (Ft.) entered leaves a remaining distance of 31.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.11 minutes for a distance of 31.00 (Ft.) and a slope of 0.02 % with an elevation difference of 0.01(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]*.385 *60(min/hr) = 3.106 Minutes Tt=[(H.9*0.0059*3)/( 0.01)]A.385= 3.11 Total initial area Ti = 13.86 minutes from Figure 3-3 formula plus 3.11 minutes from the Figure 3-4 formula = 16.97 minutes Rainfall intensity (I) = 2.995(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.295(CFS) Total initial stream area = 0.120(Ac.) Process from Point/Station 165.000 to Point/Station 170.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 57.300 (Ft.) Downstream point elevation = 55.700(Ft.) Channel length thru subarea = 240.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 66.660 Slope or 'Z' of right channel bank = 66.660 Estimated mean flow rate at midpoint of channel = 1.027(CFS) Manning's 'N' = 0.017 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 1.027(CFS) Depth of flow = 0.119(Ft.), Average velocity = 1.088(Ft/s) Channel flow top width = 15.865(Ft.) Flow Velocity = 1.09(Ft/s) Travel time = 3.68 min. Time of concentration = 20.64 min. Critical depth = 0.108(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Rainfall intensity = 2.639(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.845 CA = 0.634 Subarea runoff = 1.378(CFS) for 0.630(Ac.) Total runoff = 1.673(CFS) Total area = 0.750(Ac.) Depth of flow = 0.143(Ft.), Average velocity = 1.229(Ft/s) Critical depth = 0.131(Ft.) Process from Point/Station 175.000 to Point/Station 170.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Time of concentration = 20.64 min. Rainfall intensity = 2.639(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.818 CA = 1.226 Subarea runoff = 1.564(CFS) for 0.750(Ac.) Total runoff = 3.237(CFS) Total area = 1.500(Ac.) Process from Point/Station 180.000 to Point/Station 170.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL ] (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Time of concentration = 20.64 min. Rainfall intensity = 2.639(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.808 CA = 1.898 Subarea runoff = 1.772(CFS) for 0.850(Ac.) Total runoff = 5.009(CFS) Total area = 2.350(Ac.) Process from Point/Station 170.000 to Point/Station 150.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 52.350(Ft.) Downstream point/station elevation = 51.900(Ft.) Pipe length = 113.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.009(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.009(CFS) Normal flow depth in pipe = 11.70(In.) Flow top width inside pipe = 17.17(In.) Critical Depth = 10.34(In.) Pipe flow velocity = 4.12(Ft/s) Travel time through pipe = 0.46 min. Time of concentration (TC) = 21.10 min. Process from Point/Station 170.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 150.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 2.350 (Ac.) Runoff from this stream = 5.009(CFS) Time of concentration = 21.10 min. Rainfall intensity = 2.602(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(l) 4.844 5.009 = 1.000 * 1.000 * 14.54 21.10 1.000 * 0.689 * 3 2 4.844) + 5.009) + 3.308 2.602 Qmax(2) 0.787 * 1.000 * 1.000 * 1.000 * 4.844) + 5.009) + 8.296 8.819 Total of 2 streams to confluence: Flow rates before confluence point: 4.844 5.009 Maximum flow rates at confluence using above data: 8.296 8.819 Area of streams before confluence: 1.990 2.350 Results of confluence: Total flow rate = 8.819(CFS) Time of concentration = 21.101 min. Effective stream area after confluence = 4.340(Ac.) Process from Point/Station 150.000 to Point/Station 185.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 51.900(Ft.) Downstream point/station elevation = 51.700(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.013 No. of pipes as i Required pipe flow = 8.819(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 8.819(CFS) Normal flow depth in pipe = 15.59(In.) Flow top width inside pipe = 22.90(In.) Critical Depth = 12.71(In.) Pipe flow velocity = 4.09(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC)21.41 min. Process from Point/Station 190.000 to Point/Station **** SUBAREA FLOW ADDITION **** 185.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 21.41 min. Rainfall intensity = 2.578(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.780 CA = 3.791 Subarea runoff = 0.955(CFS) for 0.520(Ac.) Total runoff = 9.774{CFS) Total area = 4.860(Ac.) Process from Point/Station 185.000 to Point/Station 195.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 51.700(Ft.) Downstream point/station elevation = 51.070(Ft.) Pipe length = 210.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.774(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 9.774{CFS) Normal flow depth in pipe = 16.08(In.) Flow top width inside pipe = 22.57(In.) Critical Depth = 13.41(In.) Pipe flow velocity = 4.37(Ft/s) Travel time through pipe = 0.80 min. Time of concentration (TC) = 22.21 min. Process from Point/Station 197.000 to Point/Station **** SUBAREA FLOW ADDITION **** 195.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 22.21 min. Rainfall intensity = 2.518{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (O.=KCIA) is C = 0.784 CA = 4.193 Subarea runoff = 0.783(CFS) for 0.490(Ac.) Total runoff = 10.557(CFS) Total area = 5.350(Ac.) Process from Point/Station 195.000 to Point/Station 198.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 51.070(Ft.) Downstream point/station elevation = 48.500(Ft.) Pipe length = 108.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.557(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 10.557(CFS) Normal flow depth in pipe = 10.58(In.) Flow top width inside pipe = 17.72(In.) Critical Depth = 14.98(In.) Pipe flow velocity = 9.77(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 22.39 min. End of computations, total study area = 5.350 (Ac.) 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: 08/16/06 3153 POINSETTIA COMMONS SYSTEM 200 - PROPOSED CONDITIONS 100 YEAR STORM AUGUST 16, 2006 ********* Hydrology Study Control Information ********** Program License Serial Number 4049 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) = 4.000 P6/P24 = 62.5% San Diego hydrology manual 'C' values used Process from Point/Station 205.000 to Point/Station 210.000 **** 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.340 Initial subarea total flow distance = 95.000(Ft.) Highest elevation = 57.130(Ft.) Lowest elevation = 56.500(Ft.) Elevation difference = 0.630(Ft.) Slope - 0.663 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.66 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 11.09 minutes TC = [1.8*(l.l-C)*distance(Ft.)x.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.3400)*( 50.000^.5)/{ 0.663A(1/3)]= 11.09 The initial area total distance of 95.00 (Ft.) entered leaves a remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.01 minutes for a distance of 45.00 (Ft.) and a slope of 0.66 % with an elevation difference of 0.30(Ft.) from the end of the top area Tt = [11.9*length(Mi)*3)/(elevation change(Ft.))]A.385 *60(min/hr) 1.010 Minutes Tt=[(11.9*0.0085*3)/( 0.30)]*.385= 1.01 Total initial area Ti = 11.09 minutes from Figure 3-3 formula plus 1.01 minutes from the Figure 3-4 formula = 12.10 minutes Rainfall intensity (I) = 3.724(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.340 Subarea runoff = 0.063(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 210.000 to Point/Station 215.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 56.500(Ft.) Downstream point elevation = 55.820(Ft.) Channel length thru subarea = 72.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 25.000 Slope or 'Z' of right channel bank = 25.000 Estimated mean flow rate at midpoint of channel = 0.120(CFS) Manning's 'N' = 0.020 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.120(CFS) Depth of flow = 0.077(Ft.), Average velocity = 0.820(Ft/s) Channel flow top width = 3.830(Ft.) Flow Velocity = 0.82(Ft/s) Travel time = 1.46 min. Time of concentration = 13.57 min. Critical depth = 0.068 (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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.340 Rainfall intensity = 3.460(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.340 CA = 0.048 Subarea runoff = 0.101(CFS) for 0.090(Ac.) Total runoff = 0.165(CFS) Total area = 0.140(Ac.) Depth of flow = 0.086(Ft.), Average velocity = 0.887(Ft/s) Critical depth = 0.077(Ft.) Process from Point/Station 215.000 to Point/Station 225.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 54.320 (Ft.) Downstream point/station elevation = 53.870(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.165(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.165(CFS) Normal flow depth in pipe = 2.61(In.) Flow top width inside pipe = 5.95(In.) Critical Depth = 2.43(In.) Pipe flow velocity = 2.01(Ft/s) Travel time through pipe = 0.66 min. Time of concentration (TC) = 14.23 min. Process from Point/Station 230.000 to Point/Station 225.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 14.23 min. Rainfall intensity = 3.355(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.784 CA = 0.674 Subarea runoff = 2.097(CFS) for 0.720(Ac.) Total runoff = 2.26KCFS) Total area = 0.860<Ac.) Process from Point/Station 225.000 to Point/Station 235.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 53.870(Ft.) Downstream point/station elevation = 52.600(Ft.) Pipe length = 254.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.261(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.261(CFS) Normal flow depth in pipe = 8.88(In.) Flow top width inside pipe = 10.52(In.) Critical Depth = 7.72(In.) Pipe flow velocity = 3.63(Ft/s) Travel time through pipe = 1.17 min. Time of concentration (TC) = 15.40 min. Process from Point/Station 240.000 to Point/Station 235.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 15.40 min. Rainfall intensity = 3.189(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.816 CA = 1.118 Subarea runoff = 1.303(CFS) for 0.510(Ac.) Total runoff = 3.564(CFS) Total area = 1.370 (Ac.) Process from Point/Station 235.000 to Point/Station 245.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 52.600(Ft.) Downstream point/station elevation = 51.890(Ft.) Pipe length = 142.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.564(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 3.564(CFS) Normal flow depth in pipe = 9.96{In.) Flow top width inside pipe = 14.17(In.) Critical Depth = 9.15(In.) Pipe flow velocity = 4.12(Ft/s) Travel time through pipe = 0.58 min. Time of concentration (TC) = 15.97 min. Process from Point/Station 350.000 to Point/Station **** SUBAREA FLOW ADDITION **** 245.000 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 Time of concentration «= 15.97 min. Rainfall intensity = 3.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.829 CA = 1.500 Subarea runoff = 1.109(CFS) for 0.440(Ac.) Total runoff = 4.673(CFS) Total area = 1.810(Ac.) Process from Point/Station 245.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 255.000 Upstream point/station elevation = 51.890(Ft.) Downstream point/station elevation = 51.330(Ft.) Pipe length = 112.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.673(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 4.673(CFS) Normal flow depth in pipe = 10.36(In.) Flow top width inside pipe = 17.79(In.) Critical Depth = 9.97(In.) Pipe flow velocity = 4.44(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 16.39 min. Process from Point/Station 260.000 to Point/Station 255.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 16.39 min. Rainfall intensity = 3.063(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.837 CA = 1.883 Subarea runoff = 1.095(CFS) for 0.440 (Ac.) Total runoff = 5.768(CFS) Total area = 2.250(Ac.) Process from Point/Station 255.000 to Point/Station 265.000 **** pipEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 51.330(Ft.) Downstream point/station elevation = 50.400(Ft.) Pipe length = 186.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.768(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 5.768(CFS) Normal flow depth in pipe = 11.92(In.) Flow top width inside pipe = 17.03(In.) Critical Depth = 11.12(In.) Pipe flow velocity = 4.64(Ft/s) Travel time through pipe = 0.67 min. Time of concentration (TC) = 17.06 min. Process from Point/Station 270.000 to Point/Station 265.000 **** SUBAREA FLOW ADDITION **** 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 Time of concentration = 17.06 min. Rainfall intensity = 2.985(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.843 CA = 2.327 Subarea runoff = 1.178(CFS) for 0.510(Ac.) Total runoff = 6.946{CFS) Total area = 2.760 (Ac.) Process from Point/Station 275.000 to Point/Station 265.000 **** SUBAREA FLOW ADDITION **** 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.340 Time of concentration = 17.06 min. Rainfall intensity = 2.985(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.829 CA = 2.354 Subarea runoff = 0.08KCFS) for 0.080 (Ac.) Total runoff = 7.027(CFS) Total area = 2.840(Ac.) Process from Point/Station 265.000 to Point/Station 280.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 50.400(Ft.) Downstream point/station elevation = 50.020(Ft.) Pipe length = 21.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.027(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 7.027(CFS) Normal flow depth in pipe = 10.23(In.) Flow top width inside pipe = 13.97(In.) Critical Depth = 12.74(In.) Pipe flow velocity = 7.88(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 17.10 min. End of computations, total study area = 2.840 (Ac.) APPENDIX 3 Normal Depth Hydraulic Calculations Lot 5 4" Worksheet for Circular Channel Project Description Worksheet Lot 5 4" Flow Element Circular Chann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 4.0 in Discharge 0.10 cfs Results Depth Flow Area Wetted Perime Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energ; Froude Numbe Maximum Disc Discharge Full Slope Full Flow Type 0.21 ft 0.1 ft2 0.62 ft 0.00 ft 0.18 ft 64.2 % 0.009101 ft/ft 1.69 ft/s 0.04 ft 0.26 ft 0.69 0.14 cfs 0.13 cfs 0.002761 ft/ft Subcritical Project Engineer: Employee of PDC p:\3153\engr\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] 02/16/07 07:41:19 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Daycare 8" North Worksheet for Circular Channel Project Description Worksheet DAY CARE 8" Flow Element Circular Chann Method Manning's Fort Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 8.0 in Discharge 0.30 cfs Results Depth 0.27 ft Flow Area 0.1 ft2 Wetted Perime 0.93 ft Top Width 0.00 ft Critical Depth 0.25 ft Percent Full 40.9 % Critical Slope 0.006539 ft/ft Velocity 2.23 ft/s Velocity Head 0.08 ft Specific Energ 0.35 ft Froude Numbe 0.87 Maximum Disc 0.92 cfs Discharge Full 0.85 cfs Slope Full 0.000616 ft/ft Flow Type Subcritical Project Engineer: Employee of PDC p:\3153\engrVeports\drain\fiydra\sd.fm2 PROJECTDESIGN CONSULTANTS FtowMaster v7.O [7.OO05] 08/17/06 05:16:07 PM © Haestad Methods, Inc. 37 BrookskJe Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Daycare 8" South Worksheet for Circular Channel Project Description Worksheet DAY CARE 8" Flow Element Circular Chann Method Manning's Fort Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 8.0 in Discharge 0.20 cfs Results Depth 0.22 ft Flow Area 0.1 ft2 Wetted Perime 0.81 ft Top Width 0.00 ft Critical Depth 0.21 ft Percent Full 32.9 % Critical Slope 0.006429 ft/ft Velocity 2.00 ft/s Velocity Head 0.06 ft Specific Energ; 0.28 ft Froude Numbe 0.88 Maximum Disc 0.92 cfs Discharge Full 0.85 cfs Slope Full 0.000274 ft/ft Flow Type Subcritical Project Engineer: Employee of PDC p:\3153\engi\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FtowMaster v7.0 {7.0005] 08/17/06 05:16:47 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-765-1666 Page 1 of 1 Embarcadaro Lane 12" Worksheet for Circular Channel Project Description Worksheet Embarcadaro • Flow Element Circular Chann Method Manning's Fort Solve For Channel Deptfi Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 12.0 in Discharge 1.40 cfs Results Depth 0.53 ft Flow Area 0.4 ft2 Wetted Perime 1.64 ft Top Width 0.00 ft Critical Depth 0.50 ft Percent Full 53.3 % Critical Slope 0.006145 ft/ft Velocity 3.29 ft/s Velocity Head 0.17 ft Specific Energ; 0.70 ft Froude Numbe 0.89 Maximum Disc 2.71 cfs Discharge Full 2.52 cfs Slope Full 0.001544 ft/ft Flow Type Subcritical Project Engineer: Employee of PDC p:\3153\engr\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FtowMaster v7.0 (7.0005] 08/17/06 05:10:31 PM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 067O8 USA +1-203-755-1666 Page 1 of 1 Embarcadaro Lane 18" Worksheet for Circular Channel Project Description Worksheet Embarcadaro" Flow Element Circular Chann Method Manning's Fon Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 18.0 in Discharge 4.00 cfs Results Depth 0.78 ft Flow Area 0.9 ft2 Wetted Perime 2.42 ft Top Width 0.00 ft Critical Depth 0.77 ft Percent Full 52.3 % Critical Slope 0.005413 ft/ft Velocity 4.28 ft/s Velocity Head 0.28 ft Specific Energ; 1.07 ft Froude Numte 0.96 Maximum Disc 7.99 cfs Discharge Full 7.43 cfs Slope Full 0.001450 ft/ft Flow Type Subcritical Project Engineer: Employee of PDC p:\3153\engr\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FtowMaster v7.0 (7.0005] 08/17W6 05:11:16 PM © Haestad Methods, Inc. 37 Brookside Ftoad Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Embarcadaro Lane 24" Worksheet for Circular Channel Project Description Worksheet EmbarcadaroJ Flow Element Circular Chann Method Manning's Fort Solve For Channel Depth Input Data Mannings Coeftic 0.013 Channel Slope 005000 ft/ft Diameter 24.0 in Discharge 8.80 cfs Results Depth 1.06 ft Flow Area 1.7 ft2 Wetted Perime 326 ft Top Width 0.00 ft Critical Depth 1.06 ft Percent Full 52.9 % Critical Slope 0.005005 ft/ft Velocity 5.21 ft/s Velocity Head 0.42 ft Specific Energ; 1.48 ft Froude Numbe 1.00 Maximum Disc 17.21 cfs Discharge Full 16.00 cfs Slope Full 0.001513 ft/ft Flow Type Subcritical Project Engineer: Employee of PDC p:\31 53\engr\reportsVdrain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 [7.0005] O8/21/06 11:16:08 AM C Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Embarcadaro Lane 30" Worksheet for Circular Channel Project Description Worksheet Flow Element Method Solve For Embarcadaro; Circular Chann Manning's Fort Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 30.0 in Discharge 10.60 cfs Results Depth Flow Area Wetted Perime Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energ Froude Numbe Maximum Disc Discharge Full Slope Full Flow Type 1.05 ft 1.9 ft2 3.52 ft 0.00 ft 1.09 ft 41.8 % 0.004320 ft/ft 5.45 ft/s 0.46 ft 1.51 ft 1.08 31.20 cfs 29.00 cfs 0.000668 fbft Supercritical p:\3153\engr\reports\drain\hydra\sd.fm2 08/21 /06 11:18:37 AM © Haestad Methods, Inc. PROJECTDESIGN CONSULTANTS 37 Brookskte Road Waterbury, CT 06708 USA Project Engineer: Employee of PDC FtowMaster v7.0 [7.0005] +1-203-755-1666 Page 1 of 1 Lot 5 8" Worksheet for Circular Channel Project Description Worksheet Lot 5 8" Flow Element Circular Cnann Method Manning's Fort Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 8.0 in Discharge 0.20 cfs Results Depth 0.22 ft Flow Area 0.1 ft2 Wetted Perime 0.81 ft Top Width 0.00 ft Critical Depth 0.21 ft Percent Full 32.9 % Critical Slope 0.006429 ft/ft Velocity 2.00 ft/s Velocity Head 0.06 ft Specific Energ; 0.28 ft Froude Numbe 0.88 Maximum Disc 0.92 cfs Discharge Full 0.85 cfs Slope Full 0.000274 ft/ft Flow Type Subcritical Project Engineer: Employee of PDC p:\3153\engr\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FlowMaster v7.0 {7.0005] 08/17/06 05:13:08 PM © Haestad Methods, Inc. 37 Brookside Ftoad Waterbury, CT O6708 USA +1-203-755-1666 Page 1 of 1 Lot 512" Worksheet for Circular Channel Project Description Worksheet Lot 5 12' Flow Element Circular Chann Method Manning's Fort Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 12.0 in Discharge 2.30 cfs Results Depth 0.75 ft Flow Area 0.6 ft2 Wetted Perime 2.10 ft Top Width 0.00 ft Critical Depth 0.65 ft Percent Full 75.1 % Critical Slope 0.007323 ft/ft Velocity 3.64 ft/s Velocity Head 0.21 ft Specific Energ; 0.96 ft Froude Numbe 0.75 Maximum Disc 2.71 cfs Discharge Full 2.52 cfs Slope Full 0.004168 ft/ft Flow Type Subcritical Project Engineer: Employee of PDC p:\3153\engr\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FtowMaster v7.0 [7.0005] O8/17/06 05:13:34 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT O6708 USA +1-203-755-1666 Page 1 of 1 Lot 5 18" Worksheet for Circular Channel Project Description Worksheet Lot 5 18" Row Element Circular Cnann Method Manning's Forr Solve For Channel Depth Input Data Mannings Coeffic 0.013 Channel Slope 005000 ft/ft Diameter 18.0 in Discharge 7.00 cfs Results Depth 1.16 ft Flow Area 1.5 ft2 Wetted Perime 3.22 ft Top Width 0.00 ft Critical Depth 1.02 ft Percent Full 77.2 % Critical Slope 0.006768 ft/ft Velocity 4.78 ft/s Velocity Head 0.36 ft Specific Energ 1.51 ft Froude Numbe 0.78 Maximum Disc 7.99 cfs Discharge Full 7.43 cfs Slope Full 0.004441 ft/ft Flow Type Subcritical Project Engineer: Employee of POC p:\3153\engr\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FtowMaster v7.0 [7.0005] 08/17/06 05:14:01 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA +1-203-755-1666 Page 1 of 1 Swale 100 Year Storm Conveyance Worksheet for Trapezoidal Channel Project Description Worksheet Swale Storm Conv Flow Element Trapezoidal Chann Method Manning's Formula Solve For Channel Depth Input Data Mannings Coefflc 0.035 Channel Slope 005000 ft/ft Left Side Slope 1.00 H:V Right Side Slope 1.00 H:V Bottom Width 3.00 ft Discharge 7.00 cfs Results Depth 0.85 ft Flow Area 3.3 ft* Wetted Perim< 5.40 ft Top Width 4.70 ft Critical Depth 0.52 ft Critical Slope 0.026610 ft/ft Velocity 2.15 ft/s Velocity Head 0.07 ft Specific Ener£ 0.92 ft Froude Numb 0.45 Flow Type Subcritical Project engineer: Employee of PDC p:\3153\engr\reports\drain\hydra\sd.fm2 PROJECTDESIGN CONSULTANTS FtowMaster V7.0 [7.0005] 08/21/06 11:12:04 AM O Haestad Methods, Inc. 37 BrookskJe Road Waterbury, CT 067O8 USA +1-203-755-1666 Page 1 of 1 Cross Section Cross Section for Trapezoidal Channel Project Description Worksheet Flow Element Method Solve For Swale Storm Conv Trapezoidal Chann Manning's Formute Channel Depth Section Data Mannings Coeffic 0.035 Channel Slope 005000 ft/ft Depth Left Side Slope Right Side Slope Bottom Width Discharge 0.85 ft 1.00 H:V 1.00 H:V 3.00 ft 7.00 cfs O.85 ft -3.00 ft- NTS p:\3153\engr\reportsVdrain\hydra\sd.frn2 08/17/06 05:15:14 PM © Haestad Methods, Inc. Project Engineer: Employee of PDC PROJECTDESIGN CONSULTANTS FtowMaster v7.0 (7.O005] 37 Brookside Road Waterbury, CT O6708 USA +1 -203-755-1666 Page 1 of 1 Weir Coefficient (Cw): Clogging Factor (CJ: Orifice Coefficient (C0): Area Clogging Factor (Cf): Grate Perimeter (ft): Effective Grate Perimeter (ft): Open Area of Inlet (ft2): Effective Open Area of Inlet (ft2): Poinsettia Commons Inlet Calculations 3.0 0.5 Equations:* 0.67 0.5 9.2 4.6 QVBR — QOVtlFACE 4.7 2.4 Grate Inlet Node Number 127 120 145 145 185 185 195 195 Side of Street N/A N/A East West East West East West Discharge (ftVs) 1.00 0.60 1.15 1.15 0.50 0.50 0.40 0.40 Depth of Flow- Weir (ft) 0.17 0.12 0.19 0.19 0.11 0.11 0.09 0.09 Depth of Flow- Oriface (ft) 0.01 0.00 0.01 0.01 0.00 0.00 0.00 0.00 Controlling Depth of Flow (ft) 0.17 0.12 0.19 0.19 0.11 0.11 0.09 0.09 Gutter Spread (ft) N/A N/A 4.79 4.79 1.31 1.31 1.13 1.13 *NOTE: Equations obtained from San Diego County Drainage Design Manual, July 2005 APPENDIX 4 Exhibit APPENDIX 5 Excerpts from Vernal Pool Study **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Poinsettia Station JN-2541 Calculations for predeveloped conditons * * of all Waters End and Poinsettia Properties discharging at the NCTD * * and Poinsettia Lane intersection per request by US Fish and Wildlife * ************************************************************************** FILE NAME: POIN100.DAT TIME/DATE OF STUDY: 09:34 10/01/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« OPEN BRUSH GOOD COVER RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 63 USER SPECIFIED Tc(MIN.) = 13.200 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.522 SUBAREA RUNOFF(CFS) = 0.44 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) =0.44 t*********************** FLOW PROCESS FROM NODE 100.00 TO NODE ******************************* 101.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM<FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 0.030 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 500.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.048 OPEN BRUSH GOOD COVER RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 63 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17. TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 46.20 0.0032 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 30.58 SUBAREA AREA(ACRES) = 64.50 AREA-AVERAGE RUNOFF COEFFICIENT TOTAL AREA(ACRES) = 65.00 1.36 TRAVEL TIME(MIN. 79 2 17 SUBAREA RUNOFF(CFS) = = 0.250 PEAK FLOW RATE(CFS) = 59 38 33.03 33.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 2.13 FLOW VELOCITY(FEET/SEC.) = 3.09 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 =2700.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 65.00 PEAK FLOW RATE(CFS) = 33.29 TC(MIN.) =30.58 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Poinsettia Station JN-2541 Calculations for Predeveloped conditions of * * Waters End and Poinsettia Properties discharging at the NCTD * * and Poinsettia Lane intersection per request by US Fish and Wildlife * ************************************************************************** FILE NAME: POIN10.DAT TIME/DATE OF STUDY: 09:42 10/01/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 10.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.700 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« OPEN BRUSH GOOD COVER RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 63 USER SPECIFIED Tc(MIN.) = 13.200 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.395 SUBAREA RUNOFF(CFS) = 0.30 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 0.30 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« >»»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = 46.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = 0.0032 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 0.030 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 500.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.326 OPEN BRUSH GOOD COVER RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 63 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.27 AVERAGE FLOW DEPTH(FEET) = 1.02 TRAVEL TIME(MIN.) = 19.82 Tc(MIN.) = 33.02 SUBAREA AREA(ACRES) = 64.50 SUBAREA RUNOFF(CFS) = 21.38 AREA-AVERAGE RUNOFF COEFFICIENT = 0.250 TOTAL AREA(ACRES) = 65.00 PEAK FLOW RATE(CFS) = 21.54 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.56 FLOW VELOCITY(FEET/SEC.) = 2.74 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 = 2700.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 65.00 TC(MIN.) = 33.02 PEAK FLOW RATE(CFS) = 21.54 END OF RATIONAL METHOD ANALYSIS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: 01/01/2003 License ID 1509 Analysis prepared by: ProjectDesign Consultants 701 B Street, Suite 800 San Diego, CA 92101 619-235-6471 ************************** DESCRIPTION OF STUDY ************************** * Poinsettia Station JN-2541 Calculations for Predeveloped conditions of * * Waters End and Poinsettia Properties discharging at the NCTD * * and Poinsettia Lane intersection per request by US Fish and Wildlife * ************************************************************************** FILE NAME: POIN2.DAT TIME/DATE OF STUDY: 09:48 10/01/2004 USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 2.00 6-HOUR DURATION PRECIPITATION (INCHES) = 1.200 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE =0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 22 >»»RATIONAL METHOD INITIAL SUBAREA ANALYSIS<«« OPEN BRUSH GOOD COVER RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 63 USER SPECIFIED Tc(MIN.) = 13.200 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.690 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) =0.21 ************************* FLOW PROCESS FROM NODE t************************************************ 100.00 TO NODE 101.00 IS CODE = 51 >»»COMPUTE TRAPEZOIDAL CHANNEL FLOW<«« »>»TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) <«« ELEVATION DATA: UPSTREAM(FEET) = 54.80 DOWNSTREAM(FEET) = CHANNEL LENGTH THRU SUBAREA(FEET) = 2700.00 CHANNEL SLOPE = CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 0.030 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 500.00 2 YEAR RAINFALL INTENSITY(INCH/HOUR) = 0.889 OPEN BRUSH GOOD COVER RUNOFF COEFFICIENT = .2500 SOIL CLASSIFICATION IS "B" S.C.S. CURVE NUMBER (AMC II) = 63 TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC. 46.20 0.0032 AVERAGE FLOW DEPTH(FEET) = Tc(MIN.) = 35.75 SUBAREA AREA(ACRES) = 64.50 AREA-AVERAGE RUNOFF COEFFICIENT = TOTAL AREA(ACRES) = 65.00 .) = 0.79 TRAVEL TIME(MIN-) = .91 2.00 22.55 SUBAREA RUNOFF(CFS) = 14.34 0.250 PEAK FLOW RATE(CFS) = 14.45 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET/SEC.) = 2.42 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 101.00 =2700.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) PEAK FLOW RATE(CFS) 65.00 14.45 TC(MIN.) =35.75 END OF RATIONAL METHOD ANALYSIS