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HomeMy WebLinkAboutCT 06-15; TABATA RANCH; HYDROLOGY STUDY; 2011-03-01I HYDROLOGY STUDY For Tabata Ranch Lemon Leaf Drive, Carlsbad, CA CT 06-15/ CDP 06-22/ HDP 06-05/ ZC 06-04/ LCPA 06-03/ GPA 07-05 City of Carlsbad, CA I I PREPARED FOR: Noburu & Evelyn Tabata P.O. Box 943 Carlsbad, CA 92008 Date: March 2011 PREPARED BY: REC Consultants, Inc. 2442 Second Ave San Diego, CA 92101 (619) 232-9200 ^^1/ o UJ X TABLE OF CONTENTS Executive Summary SECTION 1.0 PAGE 3 Introduction 1.1 3 Existing Conditions 1.2 3 Proposed Project 1.3 4 Summary of Results 1.4 4 Conclusions 1.5 5 Methodology 2.0 6 Introduction 2.1 6 County of San Diego Criteria 2.2 7 Runoff coefficient determination 2.3 7 Hydrology Model Output 3.0 8 Pre-Developed Hydrologic Model Output 3.1 9 Post-Developed Hydrologic and Hydraulic Model Output 3.2 10 Appendix A Appendix B Appendix C Appendix D Hydrology Maps Existing Hydrology Maps Proposed Maps and Charts Grading Plans VIClNrTY MAP NTS 1.0 Executive Summary 1.1 Introduction This Hydrology Study for the Tabata Ranch — 5 Lot Subdivision has been prepared to analyze the hydrologic and hydraulic characteristics of the existing and proposed project site. This report intends to present both the methodology and the calculations used for determining the runoff from the project site in both the pre-developed (existing) conditions and the post-developed (proposed) conditions produced by the 100 year 6 hour storm. In addition this report will propose the sizing of all necessary storm drain facilities and storm drain piping necessary for the storm drain system to safely convey the runoff from the 1 OO-year rainfall event. 1.2 Existing Conditions The property is geographically located at N 33°06'32" W 117°17'57". The site is bordered by residential development on the north, east and west sides of the site. The site is bordered by Poinsettia Lane on the southeast side. The project site is located in the Aqua Hedionda Hydrologic Area and more specifically, the Los Monos Hydrologic Sub-Area (904.31). The project is located at the end of Lemon Leaf Drive. The existing project site consists of three parcels which are currently occupied by an existing residence and driveway. The site consists mostly of a gentle siope from east to west. Portions of the site consist of manufactured steeper slopes including areas along the northern subdivision boundary and the southeastern subdivision boundary. Some drainage from the existing site sheet flows in a westerly direction across the project site to Lonicera Street. This northern subarea confluences with Watershed 400 ofthe "Drainage Study of Mariner's Point" (CT 98-14). The runoff is then conveyed in a storm drain pipe north on Lonicera Street, west on Camino de las Ondas, southeast on Aldenwood Drive, south on Batiquitos Drive, and ultimately discharges southeast of the intersection of Poinsettia Lane and Batiquitos Drive. The southern subarea is conveyed in brow ditches from north to .south, ultimately to a curb inlet on Poinsettia Lane. Runoff from the southern subarea then is conveyed southwest in a storm drain pipe and ultimately discharges southeast of the intersection of Poinsettia Lane and Batiquitos Drive. Prior to CT 98-14, the existing site sheet flowed to a headwall inlet on the eastern edge of CT 83- 02. The runoff was then conveyed in a stonn drain pipe west to Briarwood Drive, west along Brianwood Drive, south on Batiquitos Drive, and ultimately discharged southeast of the intersection of Poinsettia Lane and Batiquitos Drive. The construction of CT 98-14 created a slight diversion of runoff away from the storm drain system located in Batiquitos Drive and impacted the system in Poinsettia Lane. The development of the existing site will result in the correction of this diversion and will alleviate the impact on the system in Poinsettia Lane. 1.3 Proposed Project The intent of proposed projects is to develop the proposed project site into five detached single- family dwellings, although no architecture is proposed by this project. The proposed development will include a proposed public street on-site originating from Lonicera Street, storm drain improvements, and a treatment bioretention area. (Refer to project SWMP for detail design of bioretention areas and Hydromodification management). The project proposes grading to create multi-level pads suitable for the construction of residential structures and the construction of all underground utilities typically associated with residential development. The improvements proposed along Lonicera Steet consist ofthe curb and gutter along the frontage, an extension of sewer, and a portion of storm drain tying into existing storm drain (node 346 of CT 98-14). The improvements at the end of Lemon Leaf Drive consist of two driveway approaches serving lot 1 and lot 2. There are no proposed improvements at the end of Veronica Court. The proposed residential lots in the development will utilize stormdrain pipes, bioswales, and channels to drain the pads to the proposed public street and ultimately to the existing underground storm drain system on Lonicera Street opposite the site. The proposed project design will utilize the proposed public street to convey storm water to the proposed inlets on-site. Considering that all of the runofif, prior to CT 98-14, reached the stormdrain system in Batiquitos and our hydraulic calculations confirm that we will not overburden the existing system with our connection, we believe the proposed storm drain system will not adversely affect the downstream system negatively. To address the storm water quality goals established for this development, proposed permanent Best Management Practice (BMP) and treatment methods will be incorporated into the storm water runoff design. The proposed BMP's include biofilter swales, which are intended to filter shallow concentrated storm water; thereby filtering the storm water due to its relatively slow velocity and shallow depth, and allowing suspended pollutants to settle and deposit within the swale. 1.4 Summary of Result HYDROLOGY STORM DRAIN SUMMARY TABLE START END CAPACITY INVERT PIPE NODE NODE DESIGN Q (CFS) Q (CFS) INVERT IN FT. OUT FT. LENGTH FT. SLOPE % PIPE DESCRIPTION 1 130 135 5.368 10.18 241.22 241.09 13.78 0.94 18" RCP, D-1350 2 135 140 5.368 14.44 241.06 240.45 32.26 1.89 18" RCP, D-1350 3&4 140 145 5.368 22.87 240.40 234.40 126.52 4.74 18" RCP, D-1350 5 110 120 0.557 13.78 250.94 250.26 39.46 1.72 18" RCP, D-1350 6 120 125 0.928 28.01 250.06 248.9 16.32 7.11 18" RCP, D-1350 7 100 130 4.75 10.50 241.43 241.25 18.13 0.99 18" RCP, D-1350 8 90 100 4.585 10.24 241.83 241.47 37.79 0.95 18" RCP, D-1350 9 80 90 4.418 9.97 241.93 241.87 6.7 0.90 18" RCP, D-1350 HYDROLOGY DATA SUMMARY TABLES EXISTING Q A DISCHARGE LOCATION BASIN (CFS) (ACRES) POINSETTIA AVE: NORTHEAST EXISTING DRAINAGE INLET 1 1.35 0.64 POINSETTIA AVE: NORTHEAST EXISTING DRAINAGE INLET 2 3.80 1.91 SURFACE FLOW NORTH ON LONICERA STREET* 3 0.46 0.26 4 0.41 0.14 5 0.35 0.12 SUBTOTAL NONCONFLUENCED 6.37 3.07 CONFLUENCE BASINS 3,4 0.71 ADJUSTED TOTAL (USING UNDERLINED FIGURES) 6.21 3.07 * CONTAINS NONCONFLUENCED NUMBERS PROPOSED DISCHARGE LOCATION BASIN Q(CFS) (ACRES) POINSETTIA AVE: NORTHEAST EXISTING DRAINAGE INLET 1 1.06 0.42 POINSETTIA AVE: NORTHEAST EXISTING DRAINAGE INLET 16 0.48 0.16 BASINS DRAINING TO PROPOSED STORM DRAIN* 2 1.52 0.71 3 0.45 0.21 4 0.62 0.10 5 0.49 0.23 6 0.37 0.06 6A 0 0.08 7 0.72 0.28 8 0.28 0.23 9 0.29 0.15 10 0.30 0.09 11 0.31 0.05 12 0.31 0.05 13 0.56 0.09 14 0.37 0.06 15 0 0.07 SUBTOTAL NONCONFLUENCED 8.13 2.46 2,3,4,5,6,6 CONFLUENCE BASINS A,7,8,9,10 5.37 ,11,12,13, 14,15 ADJUSTED TOTAL (USING UNDERLINED FIGURES) 6.91 3.04 * CONTAINS NONCONFLUENCED NUMBERS 1.5 Conclusions A summary of the facts and findings associated with this project and the measures addressed by this report are as follows: The Tabata Ranch Project will not significantly alter drainage patterns on the site. The ultimate discharge points will not be changed. Graded areas and slopes will be landscaped to reduce or eliminate sediment discharge. Construction and post-construction BMPs will address mitigation measures to protect water quality and protection of water quality objectives and beneficial uses to the maximum extent practicable. The project does not propose to place housing within a 100-year flood hazard zone. The Tabata Ranch Project (Priority Develoment) must manage hydro modification impacts. (See SWMP) There is an increase of 0.5 cfs, however hydromodification management and implementation of bioretention cells on each individual lot should attenuate the added flows. 2.0 METHODOLOGY 2.1 Introduction The hydrologic model used to perfonn the hydrologic analysis presented in this report utilizes the Rational Method (RM) equation, Q=C1A. The RM fonnula estimates the peak rate of runoff based on the variables of area, runoff coefficient, and rainfall intensity. The rainfall intensity (I) is equal to: I = 7.44 X P6 X D'^-0.645 Where: I = Intensity (in/hr) P6 = 6-hour precipitation (inches) D = duration (minutes — use Tc) Using the Time of Concentration (Tc), which is the time required for a given element of water that originates at the most remote point of the basin being analyzed to reach the point at which the runoff from the basin is being analyzed. The RM equation determines the storm water runoff rate (Q) for a given basin in terms of flow (typically in cubic feet per second (cfs) but sometimes as gallons per minute (gpm)). The RM equation is as follows: Q=C1A Where: Q= flow (in cfs) C = runoff coefficient, ratio of rainfall that produces storm water runoff (runoff vs. infiltration/evaporation/absorption/etc) I = average rainfall intensity for a duration equal to the Tc for the area, in inches per hour. A = drainage area contributing to the basin in acres. The RM equation assumes that the storm event being analyzed delivers precipitation to the entire basin unifomnly, and therefore the peak discharge rate will occur when a raindrop falling at the most remote portion of the basin arrives at the point of analysis. The RM also assumes that the fraction of rainfall that becomes runoff or the runoff coefficient C is not affected by the storm intensity, I, or the precipitation zone number. In addition to the above Rational Method assumptions, the conservative assumption that all runoff coefficients utilized for this report are based on type "D" soils. a I 2.2 County of San Diego Criteria As defined by the County Hydrology Manual dated June 2003, the rational method is the preferred equation for determining the hydrologic characteristics of basins up to approximately one square mile in size. The County of San Diego has developed its own tables, nomographs, and methodologies for analyzing storm water runoff for areas within the county. The County has also developed precipitation isopluvial contour maps that show even lines of rainfall anticipated from a given storm event (i.e. 100-year, 6-hour storm). One of the variables of the RM equation is the runoff coefficient, C. The runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. Each ofthe categories listed has an associated runoff coefficient, C, for each soil type class. The County has also illustrated in detail the methodology for determining the time of concentration, in particular the initial time of concentration. The County has adopted the Federal Aviation Agency's (FAA) overland time of flow equation. This equation essentially limits the flow path length for the initial time of concentration to lengths of 100 feet or less, and is dependent on land use and slope. 2.3 Runoff Coefficient Determination As stated in section 2.2, the runoff coefficient is dependent only upon land use and soil type and the County of San Diego has developed a table of Runoff Coefficients for Urban Areas to be applied to basin located within the County of San Diego. The table, included at the end of this section, categorizes the land use, the associated development density (dwelling units per acre) and the percentage of impervious area. 3.0 HYDROLOGY MODEL OUTPUT 3.1 Pre-Developed Hydrologic Model Output 10 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 06/03/11 TABATA RANCH CT 06-15 PRE DEVELOPMENT QlOO FLOWS ********* Hydrology Study Control Information ********** Program License Serial Number 4085 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.600 P6/P24 = 58.7% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 12.000 **** INITIAL AREA EVALUATION **** BA.s/<o 1 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 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 303.000(Ft.) Lowest elevation = 299.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.00 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.82 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.4100)* ( 100.000^.5)/( 4.000^(1/3)]= 7.82 Rainfall intensity (I) = 5.329(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.175(CFS) I Total initial stream area = 0. 080(Ac. Process from Point/Station 12.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 20.000 Estimated mean flow rate at midpoint of channel = Depth of flow = 0.126(Ft.), Average velocity = ******* Irregular Channel Data *********** 0.787(CFS) 9.975(Ft/s) Information entered for subchannel number 1 Point number 1 2 3 4 5 6 Manning's 'N' 'X' coordinate 0.00 0.25 0.75 1.25 1.75 2.00 friction factor = 'Y' coordinate 1.00 0.50 0.00 0.00 0.50 1.00 0.013 Sub-Channel flow = 0.787(CFS) flow top width = 0.752(Ft. velocity= 9.975(Ft/s) area = 0.079(Sq.Ft) ' ' Froude number = 5.428 Upstream point elevation = 299.000(Ft.) Downstream point elevation = 247.000(Ft.) Flow length = 284.000(Ft.) Travel time = 0.47 min. Time of concentration = 8.30 min. Depth of flow = 0.126(Ft.) Average velocity = 9.975(Ft/s) Total irregular channel flow = 0.787(CFS) Irregular channel normal depth above invert elev. = 0.126(Ft.) Average velocity of channel(s) = 9.975(Ft/s) 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Rainfall intensity = 5.131(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.262 Subarea runoff = 1.171(CFS) for 0.560(Ac.) Total runoff = 1.346(CFS) Total area = 0.640(Ac.) Depth of flow = 0.171(Ft.), Average velocity = 11.693(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.640(Ac.) Runoff from this stream = 1.346(CFS) Time of concentration = 8.30 min. Rainfall intensity = 5.131(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.346 8.30 5.131 Qmax(1) = 1.000 * 1.000 * 1.346) + = 1.346 Total of 1 main streams to confluence: Flow rates before confluence point: 1.346 Maximum flow rates at confluence using above data: 1. 346 Area of streams before confluence: 0. 640 Results of confluence: Total flow rate = 1.346(CFS) Time of concentration = 8.299 min. Effective stream area after confluence = 0.640(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 32.000 **** INITIAL AREA EVALUATION **** hf\^ii^ a. — 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 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 308.000(Ft.) Lowest elevation = 301.000(Ft.) Elevation difference = 7.000(Ft.) Slope = 7.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.00 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.4 9 minutes TC = [1.8*(l.l-C)*distance(Ft.)^.5)/(% slope'^ (1/3) ] TC = [1.8*(1.1-0.4100)*( 100.000^.5)/( 7.000^^(1/3)]= 6.49 Rainfall intensity (I) = 6.011(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.34 5(CFS) Total initial stream area = 0.140(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 40.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.105(CFS) Depth of flow = 0.037(Ft.), Average velocity = 2.598(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 2.00 0.00 3 24.00 0.00 4 26.00 1.00 Manning's 'N' friction factor = 0.025 Sub-Channel flow = 2.105(CFS) flow top width = 22.147(Ft.) velocity= 2.598(Ft/s) area = 0.810(Sq.Ft) ' ' Froude number = 2.394 Upstream point elevation = 301.000(Ft.) Downstream point elevation = 238.000(Ft.) Flow length = 400.000(Ft.) Travel time = 2.57 min. Time of concentration = 9.06 min. Depth of flow = 0.037(Ft.) Average velocity = 2.598(Ft/s) Total irregular channel flow = 2.105(CFS) Irregular channel normal depth above invert elev. = 0.037(Ft.) Average velocity o£ channel(s) = 2.598(Ft/s) 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Rainfall intensity = 4.849(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.783 Subarea runoff = 3.452(CFS) for 1.770(Ac.) Total runoff = 3.797(CFS) Total area = 1.910(Ac.) Depth of flow = 0.052(Ft.), Average velocity = 3.285(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 40.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.910(Ac.) Runoff from this stream = 3.797(CFS) Time of concentration = 9.06 min. Rainfall intensity = 4.849(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.797 9.06 4.849 Qmax(1) = 1.000 * 1.000 * 3.797) + = 3.797 Total of 1 main streams to confluence: Flow rates before confluence point: 3.7 97 Maximum flow rates at confluence using above data: 3.797 Area of streams before confluence: 1.910 Results of confluence: Total flow rate = 3.797(CFS) Time of concentration = 9.059 min. Effective stream area after confluence = 1.910(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 52.000 **** 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 275.000(Ft.) Lowest elevation = 272.000(Ft.) Elevation difference = 3.000(Ft.) Slope = 4.286 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.29 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.65 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope"(1/3)] TC = [1.8* (1.1-0.4100) * ( 100.000-^.5) / ( 4.286^(1/3)]= 7.65 Rainfall intensity (I) = 5.409(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.089(CFS) Total initial stream area = 0.040(Ac.) Process from Point/Station 52.000 to Point/Station 55.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.304(CFS) Depth of flow = 0.012(Ft.), Average velocity = 1.042(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 0.50 2 1.00 0.00 3 25.00 0.00 4 26.00 0.50 Manning's 'N' friction factor = 0.025 Sub-Channel flow = 0.304(CFS) flow top width = 24.049(Ft.) ' ' velocity= 1.042(Ft/s) area = 0.292(Sq.Ft) ' ' Froude number = 1.665 Upstream point elevation = 272.000(Ft.) Downstream point elevation = 250.000(Ft.) Flow length = 200.000(Ft.) Travel time = 3.20 min. Time of concentration = 10.85 min. Depth of flow = 0.012(Ft.) Average velocity = 1.042(Ft/s) Total irregular channel flow = 0.304(CFS) Irregular channel normal depth above invert elev. = 0.012(Ft.) Average velocity of channel(s) = 1.042(Ft/s) 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Rainfall intensity = 4.317(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.107 Subarea runoff = 0.371(CFS) for 0.220(Ac.) Total runoff = 0.460(CFS) Total area = 0.260(Ac.) Depth of flow = 0.016(Ft.), Average velocity = 1.229(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.260(Ac.) Runoff from this stream = 0.460(CFS) Time of concentration = 10.85 min. Rainfall intensity = 4.317(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.460 10.85 4.317 Qmax(l) = 1.000 * 1.000 * 0.460) + = 0.460 Total of 1 streams to confluence: Flow rates before confluence point: 0.460 Maximum flow rates at confluence using above data: 0. 460 Area of streams before confluence: 0.260 Results of confluence: Total flow rate = 0.460(CFS) Time of concentration = 10.846 min. Effective stream area after confluence = 0.260(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 65.000 to Point/Station 68.000 **** 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 281.000(Ft.) Lowest elevation = 267.000(Ft.) Elevation difference = 14.000(Ft.) Slope = 28.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 28.00 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.09 minutes TC = [1.8* (1.1-C) *distance (Ft. ) ^^.5) / (% slope"(l/3)] TC = [1.8*(1.1-0.4100)*( 100.000".5)/( 28 . 000-" (1/3) ] = 4.09 Calculated TC of 4.090 minutes is less than 5 minutes. resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.146(CFS) Total initial stream area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 68.000 to Point/Station 70.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.277(CFS) Depth of flow = 0.075(Ft.), Average velocity = 6.391(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 0.25 0.50 3 0.75 0.00 4 1.25 0.00 5 1.75 0.50 6 2.00 1.00 Manning's 'N' friction factor = 0.013 Sub-Channel flow = 0.277(CFS) ' ' flow top width = 0.651(Ft.) velocity= 6.391(Ft/s) area = 0.043(Sq.Ft) ' ' Froude number = 4.363 Upstream point elevation = 267.000(Ft.) Downstream point elevation = 250.000(Ft.) Flow length = 130.000(Ft.) Travel time = 0.34 min. Time of concentration = 4.43 min. Depth of flow = 0.075(Ft.) Average velocity = 6.391(Ft/s) Total irregular channel flow = 0.277(CFS) Irregular channel normal depth above invert elev. = 0.07 5(Ft.) Average velocity of channel(s) = 6.391(Ft/s) 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.057 Subarea runoff = 0.262(CFS) for 0.090(Ac.) Total runoff = 0.408(CFS) Total area = 0.140(Ac.) Depth of flow = 0.095(Ft.), Average velocity = 7.245(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.140(Ac.) Runoff from this stream = 0.408(CFS) Time of concentration = 4.43 min. Rainfall intensity = 7.114 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 0.460 10.85 4.317 0.408 4.43 7.114 Qmax(1) = Qmax(2) 1.000 * 1.000 * 0.460) + 0.607 * 1.000 * 0.408) + = 0.708 1.000 * 0.408 * 0.460) + 1.000 * 1.000 * 0.408) + = 0.596 Total of 2 streams to confluence: Flow rates before confluence point: 0.460 0.408 Maximum flow rates at confluence using above data: 0.708 0.596 Area of streams before confluence: 0.260 0.140 Results of confluence: Total flow rate = 0.708(CFS) Time of concentration = 10.846 min. Effective stream area after confluence = 0.400(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 0.400(Ac.) Runoff from this stream = 0.708(CFS) Time of concentration = 10.85 min. Rainfall intensity = 4.317(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.708 10.85 4.317 Qmax(1) = 1.000 * 1.000 * 0.708) + = 0.708 Total of 1 main streams to confluence: Flow rates before confluence point: 0.708 Maximum flow rates at confluence using above data: 0.708 Area of streams before confluence: 0.400 Results of confluence: Total flow rate = 0.708(CFS) Time of concentration = 10.846 min. Effective stream area after confluence = 0.400(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 90.000 **** 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 266.000(Ft.) Lowest elevation = 251.000(Ft.) Elevation difference = 15.000(Ft.) Slope = 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 30.00 %, in a development type of 1. 0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.00 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1. 8* (1. 1-0. 4100) * ( 100 . OOC-. 5) / ( 30 . OOO'-(1/3) ] = 4.00 Calculated TC of 3.997 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.175(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 95.000 **** 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 = 4.00 min. Rainfall intensity = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.049 Subarea runoff = 0.175(CFS) for 0.060(Ac.) Total runoff = 0.350(CFS) Total area = 0.120(Ac. End of computations, total study area = 3.070 (Ac.) 3.2 Post-Developed Hydrologic and Hydraulic Model Output (100 Year Storm) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 09/23/11 TABATA RANCH CT 06-15 POST CONSTRUCTION QlOO FLOWS REV 09-23-11 ********* Hydrology Study Control Information ********** Program License Serial Number 4085 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.600 P6/P24 = 58.7% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 7.000 **** INITIAL AREA EVALUATION **** BAs/>o ± 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 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 303.000(Ft.) Lowest elevation = 299.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 4.000 % Top of Initial Area Slope adjusted by User to 10.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.00 %, in a development type of 1.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.7 6 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.4100)* ( 100.000'^.5) / ( 10 . 000'^ (1/3) ] = 5.76 Rainfall intensity (I) = 6.490(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.410 Subarea runoff = 0.080(CFS) Total initial stream area = 0.030(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 10.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.599(CFS) Depth of flow = 0.107(Ft.), Average velocity = 9.171(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 0.25 0.50 3 0.75 0.00 4 1.25 0.00 5 1.75 0.50 6 2.00 1.00 Manning's 'N' friction factor = 0.013 Sub-Channel flow = 0.599(CFS) flow top width = 0.715(Ft.) velocity= 9.171(Ft/s) area = 0.065(Sq.Ft) ' ' Froude number = 5.34 9 Upstream point elevation = 299.000(Ft.) Downstream point elevation = 247.000(Ft.) Flow length = 284.000(Ft.) Travel time = 0.52 min. Time of concentration = 6.28 min. Depth of flow = 0.107(Ft.) Average velocity = 9.171(Ft/s) Total irregular channel flow = 0.599(CFS) Irregular channel normal depth above invert elev. = 0.107(Ft.) Average velocity of channel(s) = 9.171(Ft/s) 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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 Rainfall intensity = 6.141(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.172 Subarea runoff = 0.978(CFS) for 0.390(Ac.) Total runoff = 1.057(CFS) Total area = 0.420(Ac.) Depth of flow = 0.149(Ft.), Average velocity = 10.898(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 17.000 **** INITIAL AREA EVALUATION **** B^s/fs3 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 ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 275.000(Ft.) Lowest elevation = 274.300(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.64 minutes TC = [1.8*(l.l-C)*distance(Ft.)'^.5)/(% slope'^ (1/3) ] TC = [1.8*(l.l-0.4600)*( 70.000".5)/( 1. OOO'-(1/3) ] = 9.64 Rainfall intensity (I) = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.460 Subarea runoff = 0.257(CFS) Total initial stream area = 0.120(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 17.000 to Point/Station 20.000 **** 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 ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Time of concentration = 9.64 min. Rainfall intensity = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.4 60 CA = 0.327 Subarea runoff = 1.264(CFS) for 0.590(Ac.) Total runoff = 1.521(CFS) Total area = 0.710(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.710(Ac.) Runoff from this stream = 1.521(CFS) Time of concentration = 9.64 min. Rainfall intensity = 4.659(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 1.521 9.64 4.659 Qmax(l) = 1.000 * 1.000 * 1.521) + = 1.521 Total of 1 streams to confluence: Flow rates before confluence point: 1.521 Maximum flow rates at confluence using above data: 1.521 Area of streams before confluence: 0.710 Results of confluence: Total flow rate = 1.521(CFS) Time of concentration = 9.638 min. Effective stream area after confluence = 0.710(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 22.000 to Point/Station 24.000 **** INITIAL AREA EVALUATION **** jSA5/U 3 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 ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value =0.4 60 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 286.000(Ft.) Lowest elevation = 285.300(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 7 0.00 (Ft) for the top area slope value of 1.00 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.64 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope'^ (1/3) ] TC = [1.8* (1.1-0.4600) * ( 70.000'^.5) / ( 1.000^(1/3)]= 9.64 Rainfall intensity (I) = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.460 Subarea runoff = 0.171(CFS) Total initial stream area = 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 24.000 to Point/Station 25.000 **** 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 ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Time of concentration = 9.64 min. Rainfall intensity = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.4 60 CA = 0.097 Subarea runoff = 0.279(CFS) for 0.130(Ac.) Total runoff = 0.450(CFS) Total area = 0.210(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 25.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 272.400(Ft.) Downstream point/station elevation = 271.900(Ft.) Pipe length = 32.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.450(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.450(CFS) Normal flow depth in pipe = 3.49(In.) Flow top width inside pipe = 5.92(In.) Critical Depth = 4.10(In.) Pipe flow velocity = 3.79(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 9.78 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 20.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.210(Ac.) Runoff from this stream = 0.450(CFS) Time of concentration = 9.78 min. Rainfall intensity = 4.615(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) 1.521 0.450 1.000 * 9.64 9.78 1.000 * 4.659 4 . 615 1.521) + Qmax(2 ] 1.000 * 0.986 * 0.450) + = 1.965 0.991 * 1.000 * 1.521) + 1.000 * 1.000 * 0.450) + = 1.957 Total of 2 streams to confluence: Flow rates before confluence point: 1.521 0.450 Maximum flow rates at confluence using above data: 1.965 1.957 Area of streams before confluence: 0.710 0.210 Results of confluence: Total flow rate = 1.965(CFS) Time of concentration = 9.638 min. Effective stream area after confluence = 0.920(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 26.000 **** 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 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 72.000(Ft.) Highest elevation = 272.500(Ft.) Lowest elevation = 269.000(Ft.) Elevation difference = 3.500(Ft.) Slope = 4.861 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.86 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.32 minutes TC = [1.8* (1.1-C) *distance(Ft.) ".5) / (% slope'^ (1/3) ] TC = [1.8* (1.1-0.8700) * ( 90.000'^.5) / ( 4 . 8 61'^ (1/3) ] = 2.32 Calculated TC of 2.319 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.619(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 3 Stream flow area = 0.100(Ac.) Runoff from this stream = 0.619(CFS) Time of concentration = Rainfall intensity = Summary of stream data: Stream No. Flow rate (CFS) 2.32 min. 7.114(In/Hr) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(11 Qmax(2) 1.521 0.450 0.619 Qmax(3) = 000 000 0.655 * 0.991 * 1.000 * 0.649 * 1.000 * 000 000 9. 64 9.78 2.32 1.000 * 0.986 * 1.000 * 1.000 * 1.000 * 1.000 * 0.241 * 0.237 * 1.000 * 1.521 0.450 0.619 1.521 0.450 0. 619 1.521 0.450 0.619 4 . 659 4 . 615 7.114 + + + = + + + = + + + = 2.370 2.359 1.092 Total of 3 streams to confluence: Flow rates before confluence point: 1.521 0.450 0.619 Maximiom flow rates at confluence using above data: 2.370 2.359 1.092 Area of streams before confluence: 0.710 0.210 0.100 Results of confluence: Total flow rate = 2.370(CFS) Time of concentration = 9.638 min. Effective stream area after confluence = 1.020(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 28.000 to Point/Station 29.000 **** 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 299.500(Ft.) Lowest elevation = 298.800(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.64 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.4600)*( 70.000".5)/( 1.000^(1/3)]= 9.64 Rainfall intensity (I) = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.460 Subarea runoff = 0.214(CFS) Total initial stream area = 0.100(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 29.000 to Point/Station 30.000 **** 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 ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Time of concentration = 9.64 min. Rainfall intensity = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.460 CA = 0.106 Subarea runoff = 0.279(CFS) for 0.130(Ac.) Total runoff = 0.493(CFS) Total area = 0.230(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 30.000 to Point/Station 32.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 290.400(Ft.) Downstream point/station elevation = 269.800(Ft.) Pipe length = 62.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.4 93(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.4 93(CFS) Normal flow depth in pipe = 1.58(In.) Flow top width inside pipe = 5.29(In.) Critical Depth = 4.30(In.) Pipe flow velocity = 11.90(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 9.73 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 32.000 to Point/Station 26.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 269.800(Ft.) Downstream point/station elevation = 269.500(Ft.) Pipe length = 15.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.4 93(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.493(CFS) Normal flow depth in pipe = 3.42(In.) Flow top width inside pipe = 5.94(In.) Critical Depth = 4.30(In.) Pipe flow velocity = 4.26(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 9.78 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 26.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 4 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.4 93(CFS) Time of concentration = 9.78 min. Rainfall intensity = 4.614(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 4 Qmax(1) 1.521 0.450 0.619 0.493 Qmax(2) = Qmax(3) = Qmax(4) = ,000 ,000 , 655 ,000 ,991 .000 .649 .000 ,000 .000 ,000 ,000 ,990 .000 . 649 .000 9. 64 9.78 2.32 9.78 1.000 * 0.986 * 1.000 * 0.985 * 1.000 * 1.000 * 1.000 * 1.000 * 0.241 * 0.237 * 1.000 * 0.237 * 1.000 * 1.000 * 1.000 * 1.000 * 1.521 0.450 0. 619 0.493 1.521 0.450 0.619 0.493 1.521 0.450 0. 619 0.493 1.521 0.450 0. 619 0.493 4 . 659 4 . 615 7 .114 4 . 614 + + + + = + + + + = + + + + = + + + + = 2.856 2.852 1.208 2.851 Total of 4 streams to confluence: Flow rates before confluence point: 1.521 0.450 0.619 0.493 Maximum flow rates at confluence using above data: 2.856 2.852 1.208 2.851 Area of streams before confluence: 0.710 0.210 0.100 0.230 Results of confluence: Total flow rate = 2.856(CFS) Time of concentration = 9.638 min. Effective stream area after confluence 1.250(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 26.000 to Point/Station 35.000 **** 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 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 60.000(Ft.) Highest elevation = 270.500(Ft.) Lowest elevation = 268.000(Ft.) Elevation difference = 2.500(Ft.) Slope = 4.167 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.17 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.44 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.8700) * ( 90.000'^.5) / ( 4 .167'-(1/3) ] = 2.44 Calculated TC of 2.441 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.371(CFS) Total initial stream area = 0.060(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 5 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.371(CFS) Time of concentration = 2.44 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 4 5 1.521 0. 450 0. 619 0.493 0.371 9. 64 9.78 2.32 9.78 2.44 4 . 659 4 . 615 7.114 4 . 614 7.114 Qmax(1) Qmax(2) Qmax(3) = Qmax(4) Qmax(5) 1. 000 * 1 000 * 1.521) + 1. 000 * 0 986 * 0.450) + 0. 655 * 1 000 * 0.619) + 1. 000 * 0 985 * 0.4 93) + 0. 655 * 1 000 * 0.371) + = 3. 099 0 991 * 1 000 * 1.521) + 1 000 * 1 000 * 0.450) + 0 649 * 1 000 * 0.619) + 1 000 * 1 000 * 0.493) + 0 649 * 1 000 * 0.371) + = 3 092 1 000 * 0 .241 * 1.521) + 1 000 * 0 .237 * 0.450) + 1 000 * 1 .000 * 0.619) + 1 000 * 0 .237 * 0.493) + 1 000 * 0 . 950 * 0.371) + = 1 561 0 990 * 1 .000 * 1.521) + 1 000 * 1 .000 * 0.450) + 0 649 * 1 .000 * 0.619) + 1 000 * 1 .000 * 0.493) + 0 649 * 1 .000 * 0.371) + = 3 .092 1 000 * 0 .253 * 1.521) + 1 000 * 0 .250 * 0.450) + 1 .000 * 1 .000 * 0.619) + 1 .000 * 0 .249 * 0.493) + 1 .000 * 1 .000 * 0.371) + = 1 . 611 Total of 5 streams to confluence: Flow rates before confluence point: 1.521 0.450 0.619 0.493 0.371 Maximum flow rates at confluence using above data: 1.561 0.100 3.099 3.092 Area of streams before confluence; 0.710 0.210 Results of confluence: Total flow rate = 3.099(CFS) Time of concentration = 9.638 min. Effective stream area after confluence 3.092 0.230 1.611 0.060 1.310(Ac.) Process from Point/Station 35.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** Covered channel Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width = Slope or 'Z' of left channel bank = 1.000 Slope or 'Z' of right channel bank = 1.000 Manning's 'N' = 0.015 Maximum depth of channel = 0.250(Ft.) 36.000 268.000(Ft.) 267.800(Ft.) 10.000(Ft.) 6.000(Ft.) Flow(q) thru subarea = 3.099(CFS) Depth of flow = 0.138(Ft.), Average velocity = 3.649(Ft/s) Channel flow top width = 6.277(Ft.) Flow Velocity = 3.65(Ft/s) Travel time = 0.05 min. Time of concentration = 9.68 min. Critical depth = 0.199(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station 40.000 **** IMPROVED CHANNEL TRAVEL TIME **** ^ r Ji Upstream point elevation = 266.000(Ft.) Downstream point elevation = 261.000(Ft.) Channel length thru subarea = 100.000(Ft.) Channel base width = 12.000(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 3.14 6(CFS) Manning's 'N' = 0.400 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 3.146(CFS) Depth of flow = 0.4 95(Ft.), Average velocity = 0.489(Ft/s) Channel flow top width = 13.980(Ft.) Flow Velocity = 0.49(Ft/s) Travel time = 3.41 min. Time of concentration = 13.09 min. Critical depth = 0.128(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 [LOW DENSITY RESIDENTIAL ] (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 The area added to the existing stream causes a a lower flow rate of Q = 2.681(CFS) therefore the upstream flow rate of Q = 3.099(CFS) is being used Rainfall intensity = 3.824(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.504 CA = 0.701 Subarea runoff = O.OOO(CFS) for 0.080(Ac.) Total runoff = 3.099(CFS) Total area = 1.390(Ac.) Depth of flow = 0.490(Ft.), Average velocity = 0.487(Ft/s) Critical depth = 0.127(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 40.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.390(Ac.) Runoff from this stream = 3.099(CFS) Time of concentration = 13.09 min. Rainfall intensity = 3.824(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.099 13.09 3.824 Qmax(1) = 1.000 * 1.000 * 3.099) + = 3.099 Total of 1 main streams to confluence: Flow rates before confluence point: 3.099 Maximum flow rates at confluence using above data: 3.099 Area of streams before confluence: 1.390 Results of confluence: Total flow rate = 3.099(CFS) Time of concentration = 13.089 min. Effective stream area after confluence = 1.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 45.000 to Point/Station , 50.000 **** 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 302.500(Ft.) Lowest elevation = 298.000(Ft.) Elevation difference = 4.500(Ft.) Slope = 6.429 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.43 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.20 minutes I I TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.4600)*( 100.000^.5)/( 6.429^(1/3)]= Rainfall intensity (I) = 6.195(In/Hr) for a 100, Effective runoff coefficient used for area (Q=KCIA) is Subarea runoff = 0.085(CFS) Total initial stream area = 0.030(Ac.) 6.20 year storm = 0.460 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000"to Point/Station 55.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = Depth of flow = 0.127(Ft.), Average velocity = ******* Irregular Channel Data 0.442(CFS) 5.538(Ft/s) *********** Information entered for subchannel number 1 Point number 1 2 3 4 5 6 Manning's 'N' 'X' coordinate 0.00 0.25 0.75 1.25 1.75 2.00 friction factor = 'Y' coordinate 1.00 0.50 0.00 0.00 0.50 1.00 0.013 Sub-Channel flow = 0.442(CFS) flow top width = 0.754(Ft.) velocity= 5.538(Ft/s) area = 0.080(Sq.Ft) ' ' Froude number = 3.001 Upstream point elevation = 293.000(Ft.) Downstream point elevation = 274.000(Ft.) Flow length = 340.000(Ft.) Travel time = 1.02 min. Time of concentration = 7.22 min. Depth of flow = 0.127(Ft.) Average velocity = 5.538(Ft/s) Total irregular channel flow = 0.442(CFS) Irregular channel normal depth above invert elev. = 0.127(Ft.) Average velocity of channel(s) = 5.538(Ft/s) 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Rainfall intensity = 5.613(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.4 60 CA = 0.129 Subarea runoff = 0.638(CFS) for 0.250(Ac.) Total runoff = 0.723(CFS) Total area = Depth of flow = 0.169(Ft.), Average velocity = 0.280(Ac.) 6.407(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.280(Ac.) Runoff from this stream = 0.723(CFS) Time of concentration = 7.22 min. Rainfall intensity = 5.613(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.723 7.22 5.613 Qmax(1) = 1.000 * 1.000 * 0.723) + = 0.723 Total of 1 streams to confluence: Flow rates before confluence point: 0.723 Maximum flow rates at confluence using above data: 0.723 Area of streams before confluence: 0.280 Results of confluence: Total flow rate = 0.723(CFS) Time of concentration = 7.219 min. Effective stream area after confluence = 0.280(Ac. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 62.000 **** INITIAL AREA EVALUATION **** 3A5/N^ 8 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 ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value =0.4 60 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 302.000(Ft.) Lowest elevation = 301.300(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.00 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 9.64 minutes TC = [1.8* (1.1-C) *distance (Ft. )'-.5) / (% slope'^ (1/3) ] TC = [1.8* (1.1-0.4600) * ( 70.000".5)/( 1.000-^(1/3)]= 9.64 Rainfall intensity (I) = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.4 60 Subarea runoff = 0.214(CFS) Total initial stream area = 0.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 62.000 to Point/Station 65.000 **** 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 ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Time of concentration = 9.64 min. Rainfall intensity = 4.659(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.4 60 CA = 0.106 Subarea runoff = 0.279(CFS) for 0.130(Ac.) Total runoff = 0.493(CFS) Total area = 0.230(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 65.000 to Point/Station 55.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 292.400(Ft.) Downstream point/station elevation = 273.000(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.4 93(CFS) Given pipe size = 6.00(In.) Calculated individual pipe flow = 0.4 93(CFS) Normal flow depth in pipe = 1.63(In.) Flow top width inside pipe = 5.34(In.) Critical Depth = 4.30(In.) Pipe flow velocity = 11.39(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.73 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 55.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.230(Ac.) Runoff from this stream = 0.493(CFS) Time of concentration = 9.73 min. Rainfall intensity = 4.629(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.723 7.22 5.613 2 0.493 9.73 4.629 Qmax(1) Qmax(2) = 1.000 * 1.000 * 0.723) + 1.000 * 0.742 * 0.493) + = 1.088 0.825 * 1.000 * 0.723) + 1.000 * 1.000 * 0.493) + = 1.089 Total of 2 streams to confluence: Flow rates before confluence point: 0.723 0.493 Maximum flow rates at confluence using above data: 1.088 1.089 Area of streams before confluence: 0.280 0.230 Results of confluence: Total flow rate = 1.089(CFS) Time of concentration = 9.735 min. Effective stream area after confluence = 0.510(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 55.000 to Point/Station 70.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 1.249(CFS) Depth of flow = 0.191(Ft.), Average velocity = 9.452(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 0.25 0.50 3 0.75 0.00 4 1.25 0.00 5 1.75 0.50 6 2.00 1.00 Manning's 'N' friction factor = 0.013 Sub-Channel flow = 1.249(CFS) flow top width = 0.882(Ft.) velocity= 9.452(Ft/s) ' ' area = 0.132(Sq.Ft) ' ' Froude number = 4.304 Upstream point elevation = 273.000(Ft.) Downstream point elevation = 258.000(Ft.) Flow length = 140.000(Ft.) Travel time = 0.25 min. Time of concentration = 9.98 min. Depth of flow = 0.191(Ft.) Average velocity = 9.452(Ft/s) Total irregular channel flow = 1.249(CFS) Irregular channel normal depth above invert elev. = 0.191(Ft.) 9.452(Ft/s) 0.000 0.000 0.000 1.000 ] Average velocity of channel(s) Adding area flow to channel Decimal fraction soil group A • Decimal fraction soil group B •• Decimal fraction soil group C •- Decimal fraction soil group D • [LOW DENSITY RESIDENTIAL (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Rainfall intensity = 4.555(In/Hr) for a 100.0 Effective runoff coefficient used for total area (Q=KCIA) is C = 0.460 CA = 0.304 Subarea runoff = 0.294(CFS) for 0.150(Ac.) Total runoff = 1.383(CFS) Total area = year storm 0.660(Ac. Depth of flow 0.202(Ft.), Average velocity 9.727(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 70.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.660(Ac.) Runoff from this stream = 1.383(CFS) Time of concentration = 9.98 min. Rainfall intensity = 4.555(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 099 383 1.000 * 0.840 * 000 000 13.09 9. 98 1.000 * 1.000 * 0.763 * 1.000 * 3.099) 1.383) 3.099) 1.383) 3.824 4.555 + + = + + = 4.260 3.746 Total of 2 main streams to confluence: Flow rates before confluence point: 3.099 1.383 Maximum flow rates at confluence using above data: 4.260 3.746 Area of streams before confluence: 1.390 0.660 Results of confluence: Total flow rate = 4.260(CFS) Time of concentration = 13.08 9 min. Effective stream area after confluence = 2.050(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 75.000 to Point/Station 80.000 **** 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 272.000(Ft.) Lowest elevation = 249.000(Ft.) Elevation difference = 23.000(Ft.) Slope = 23.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 23.00 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.05 minutes TC = [1.8*(l.l-C)*distance(Ft.)'^.5)/(% slope'^ (1/3) ] TC = [1.8*(l.l-0.4600)*( 100.000'^.5) / ( 23.000^(1/3)]= 4.05 Calculated TC of 4.051 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.460 Subarea runoff = 0.295(CFS) Total initial stream area = 0.090(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.295(CFS) Time of concentration = 4.05 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 3.099 13.09 3.824 2 1.383 9.98 4.555 3 0.295 4.05 7.114 Qmax(1) = 1.000 * 1.000 * 3.099) + 0.840 * 1.000 * 1.383) + 0.538 * 1.000 * 0.295) + = 4.41( Qmax(2) Qmax(3) 1 000 * 0 763 * 3.099) + 1 000 * 1 000 * 1.383) + 0 640 * 1 000 * 0.295) + = 3 935 1 000 * 0 309 * 3.099) + 1 000 * 0 406 * 1.383) + 1 000 * 1 000 * 0.295) + = 1 815 Total of 3 main streams to confluence: Flow rates before confluence point: 3.099 1.383 0.295 Maximiim flow rates at confluence using above data: 4.418 3.935 1.815 Area of streams before confluence: 1.390 0.660 0.090 Results of confluence: Total flow rate = 4.418(CFS) Time of concentration = 13.08 9 min. Effective stream area after confluence 2.140(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 80.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.140(Ac.) Runoff from this stream = 4.418(CFS) Time of concentration = 13.09 min. Rainfall intensity = 3.824(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 4.418 Qmax(1) = 1.000 * 13.09 1.000 * 3.824 418) + = 4.418 Total of 1 streams to confluence: Flow rates before confluence point: 4.418 Maximum flow rates at confluence using above data: 4.418 Area of streams before confluence: 2.140 Results of confluence: Total flow rate = 4.418(CFS) Time of concentration = 13.089 min. Effective stream area after confluence = 2.140(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 241.930(Ft.) Downstream point/station elevation = 241.870(Ft.) Pipe length = 6.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.418(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.418(CFS) Normal flow depth in pipe = 8.40(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 9.67(In.) Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 13.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.140(Ac.) Runoff from this stream = 4.418(CFS) Time of concentration = 13.10 min. Rainfall intensity = 3.821(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.418 13.10 3.821 Qmax(1) = 1.000 * 1.000 * 4.418) + = 4.418 Total of 1 streams to confluence: Flow rates before confluence point: 4.418 Maximum flow rates at confluence using above data: 4.418 Area of streams before confluence: 2.140 Results of confluence: Total flow rate = 4.418(CFS) Time of concentration = 13.105 min. Effective stream area after confluence = 2.140(Ac. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 85.000 to Point/Station 90.000 **** 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 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 72.000(Ft.) Highest elevation = 255.000(Ft.) Lowest elevation = 249.500(Ft.) Elevation difference = 5.500(Ft.) Slope = 7.639 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.64 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.10 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope'^ (1/3) ] TC = [1.8*(l.l-0.8700)*( 100.000^.5)/( 7 . 639'^ (1/3) ] = 2.10 Calculated TC of 2.102 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.309(CFS) Total initial stream area = 0.050(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 90.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.050(Ac.) Runoff from this stream = 0.309(CFS) Time of concentration = 2.10 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.418 13.10 3.821 2 0.309 2.10 7.114 Qmax(1) Qmax(2) 1.000 * 1.000 * 4.418) + 0.537 * 1.000 * 0.309) + = 4.585 1.000 * 0.160 * 4.418) + 1.000 * 1.000 * 0.309) + = 1.018 Total of 2 streams to confluence: Flow rates before confluence point: 4.418 0.309 Maximum flow rates at confluence using above data: 4.585 1.018 Area of streams before confluence: 2.140 0.050 Results of confluence: Total flow rate = 4.585(CFS) Time of concentration = 13.105 min. Effective stream area after confluence = 2.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 90.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 241.830(Ft.) Downstream point/station elevation = 241.470(Ft.) Pipe length = 37.79(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.585(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.585(CFS) Normal flow depth in pipe = 8.44(In.) Flow top width inside pipe = 17.96(In.) Critical Depth = 9.86(In.) Pipe flow velocity = 5.64(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 13.22 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.190(Ac.) Runoff from this stream = 4.585(CFS) Time of concentration = 13.22 min. Rainfall intensity = 3.800(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.585 13.22 3.800 Qmax(1) = 1.000 * 1.000 * 4.585) + = 4.585 Total of 1 streams to confluence: Flow rates before confluence point: 4 .585 Maximum flow rates at confluence using above data: 4.585 Area of streams before confluence: 2.190 Results of confluence: Total flow rate = 4.585(CFS) Time of concentration = 13.216 min. Effective stream area after confluence = 2.190(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 95.000 to Point/Station 100.000 **** INITIAL AREA EVALUATION **** >g /VSW 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 Initial subarea total flow distance = 80.000(Ft.) Highest elevation = 256.800(Ft.) Lowest elevation = 249.500(Ft.) Elevation difference = 7.300(Ft.) Slope = 9.125 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 9.13 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.98 minutes TC = [1.8*(l.l-C)*distance(Ft.)'-.5)/(% slope'^ (1/3) ] TC = [1.8* (1.1-0.8700) * ( 100.000^.5) / ( 9.125'^ (1/3) ] = 1.98 Calculated TC of 1.981 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.309(CFS) Total initial stream area = 0.050(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.050(Ac.) Runoff from this stream = 0.309(CFS) Time of concentration = 1.98 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 4.585 13.22 3.800 0.309 1.98 7.114 1.000 * 1.000 * 4.585) + 0.534 * 1.000 * 0.309) + = 4.750 1.000 * 0.150 * 4.585) + 1.000 * 1.000 * 0.309) + = 0.997 Qmax(1) = Qmax(2) Total of 2 streams to confluence: Flow rates before confluence point: 4.585 0.309 Maximum flow rates at confluence using above data: 4.750 0.997 Area of streams before confluence: 2.190 0.050 Results of confluence: Total flow rate = 4.750(CFS) Time of concentration = 13.216 min. Effective stream area after confluence = 2.240(Ac.' ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 241.430(Ft.) Downstream point/station elevation = 241.250(Ft.) Pipe length = 18.13(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.750(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 4.750(CFS) Normal flow depth in pipe = 8.51(In.) Flow top width inside pipe = 17.97(In.) Critical Depth = 10.05(In.) Pipe flow velocity = 5.78(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 13.27 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 130.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.240(Ac.) Runoff from this stream = 4.750(CFS) Time of concentration = 13.27 min. Rainfall intensity = 3.791(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.750 13.27 3.791 Qmax(1) = 1.000 * 1.000 * 4.750) + = 4.750 Total of 1 main streams to confluence: Flow rates before confluence point: 4 .750 Maximum flow rates at confluence using above data: 4 .750 Area of streams before confluence: 2.240 Results of confluence: Total flow rate = 4.750(CFS) Time of concentration = 13.268 min. Effective stream area after confluence = 2.240(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 105.000 to Point/Station 110.000 **** 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 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 125.000(Ft.) Highest elevation = 268.000(Ft.) Lowest elevation = 255.000(Ft.) Elevation difference = 13.000(Ft.) Slope = 10.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.40 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.90 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope'^ (1/3) ] TC = [1.8*(1.1-0.8700)* ( 100.000'-.5) / ( 10.400^(1/3)]= 1.90 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.22 minutes for a distance of 25.00 (Ft.) and a slope of 10.40 % with an elevation difference of 2.60(Ft.) from the end of the top area Tt = [11. 9*length (Mi)-^3) / (elevation change (Ft.))]. 385 *60 (min/hr) 0.223 Minutes Tt=[ (11.9*0.0047'"3)/( 2.60)]".385= 0.22 Total initial area Ti = 1.90 minutes from Figure 3-3 formula plus 0.22 minutes from the Figure 3-4 formula = 2.12 minutes Calculated TC of 2.119 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.557(CFS) Total initial stream area = 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 250.940(Ft.) Downstream point/station elevation = 250.260(Ft.) Pipe length = 39.46(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.557(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 0.557(CFS) Normal flow depth in pipe = 2.47(In.) Flow top width inside pipe = 12.38(In.) Critical Depth = 3.30(In.) Pipe flow velocity = 3.82(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 2.29 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.090(Ac.) Runoff from this stream = 0.557(CFS) Time of concentration = 2.29 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.557 2.29 7.114 Qmax(1) = 1.000 * 1.000 * 0.557) + = 0.557 Total of 1 streams to confluence: Flow rates before confluence point: 0.557 Maximum flow rates at confluence using above data: 0.557 Area of streams before confluence: 0.090 Results of confluence: Total flow rate = 0.557(CFS) Time of concentration = 2.292 min. Effective stream area after confluence = 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 115.000 to Point/Station 120.000 **** INITIAL AREA EVALUATION **** g>A5/^ JJL 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 Initial subarea total flow distance = 92.000(Ft, Highest elevation = 268.000(Ft.) Lowest elevation = 256.800(Ft.) Elevation difference = 11.200(Ft.) Slope = 12.174 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.17 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.80 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [1.8* (1.1-0.8700)* ( 100.000".5)/( 12.174"(1/3)]= 1.80 Calculated TC of 1.800 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.371(CFS) Total initial stream area = 0.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.060(Ac.) Runoff from this stream = 0.371(CFS) Time of concentration = 1.80 min. Rainfall intensity = 7.114(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.557 2.29 7.114 2 0.371 1.80 7.114 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 0.557) + 1.000 * 1.000 * 0.371) + = 0.928 1.000 * 0.785 * 0.557) + 1.000 * 1.000 * 0.371) + = 0.809 Total of 2 streams to confluence: Flow rates before confluence point: 0.557 0.371 Maximum flow rates at confluence using above data: 0.928 0.809 Area of streams before confluence: 0.090 0.060 Results of confluence: Total flow rate = 0.928(CFS) Time of concentration = 2.292 min. Effective stream area after confluence = 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 125.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 250.060(Ft.) Downstream point/station elevation = 248.900(Ft.) Pipe length = 16.32(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.928(CFS) Given pipe size = 18.00 (In.) Calculated individual pipe flow = 0.928(CFS) Normal flow depth in pipe = 2.25(In.) Flow top width inside pipe = 11.90(In.) Critical Depth = 4.30(In.) Pipe flow velocity = 7.31(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 2.33 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 125.000 to Point/Station 130.000 **** IMPROVED CHANNEL TRAVEL TIME **** SA^^AJ /sr Upstream point elevation = 248.900(Ft.) Downstream point elevation = 247.900(Ft.) Channel length thru subarea = 100.000(Ft.) Channel base width = 6.500(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 0.960(CFS) Manning's 'N' = 0.200 Maximum depth of channel = 1.500(Ft.) Flow(q) thru subarea = 0.960(CFS) Depth of flow = 0.373(Ft.), Average velocity = 0.355(Ft/s) Channel flow top width = 7.992(Ft.) Flow Velocity = 0.36(Ft/s) Travel time = 4.69 min. Time of concentration = 7.02 min. Critical depth = 0.087(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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Rainfall intensity = 5.716(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.740 CA = 0.163 Subarea runoff = 0.002(CFS) for 0.070(Ac.) Total runoff = 0.930(CFS) Total area = 0.220(Ac.) Depth of flow = 0.366(Ft.), Average velocity = 0.351(Ft/s) Critical depth = 0.085(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 130.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 0.930(CFS) Time of concentration = 7.02 min. Rainfall intensity = 5.716(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 4.750 13.27 3.791 2 0.930 7.02 5.716 Qmax(1) Qmax(2) 1.000 * 1.000 * 4.750) + 0.663 * 1.000 * 0.930) + = 5.367 1.000 * 0.529 * 4.750) + 1.000 * 1.000 * 0.930) + = 3.443 Total of 2 main streams to confluence: Flow rates before confluence point: 4.750 0.930 Maximum flow rates at confluence using above data: 5.367 3.443 Area of streams before confluence: 2.240 0.220 Results of confluence: Total flow rate = 5.367(CFS) Time of concentration = 13.2 68 min. Effective stream area after confluence = 2.460(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 135.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 241.220(Ft.) Downstream point/station elevation = 241.090(Ft.) Pipe length = 13.78(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.367(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.367(CFS) Normal flow depth in pipe = 9.27(In.) Flow top width inside pipe = 17. 99(In.) Critical Depth = 10. 70(In.) Pipe flow velocity = 5.85(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 13.31 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 135.000 to Point/Station 140.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 241.060(Ft.) Downstream point/station elevation = 240.450(Ft.) Pipe length = 32.26(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.367(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.367(CFS) Normal flow depth in pipe = 7.59(In.) Flow top width inside pipe = 17.78(In.) Critical Depth = 10.70(In.) Pipe flow velocity = 7.57(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 13.38 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 145.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 240.400(Ft.) Downstream point/station elevation = 234.400(Ft.) Pipe length = 126.52(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.367(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 5.367(CFS) Normal flow depth in pipe = 5.93(In.) Flow top width inside pipe = 16.92(In.) Critical Depth = 10.70(In.) Pipe flow velocity = 10.57(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 13.58 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 145.000 to Point/Station 145.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.4 60(Ac.) Runoff from this stream = 5.367(CFS) Time of concentration = 13.58 min. Rainfall intensity = 3.735(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 5.367 13.58 3.735 Qmax(1) = 1.000 * 1.000 * 5.367) + = 5.367 Total of 1 main streams to confluence: Flow rates before confluence point: 5.367 Maximum flow rates at confluence using above data: 5.367 Area of streams before confluence: 2.460 Results of confluence: Total flow rate = 5.367(CFS) Time of concentration = 13.578 min. Effective stream area after confluence = 2.460(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^ Process from Point/Station 150.000 to Point/Station 155.000 **** 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 275.000(Ft.) Lowest elevation = 269.000(Ft.) Elevation difference = 6.000(Ft.) Slope = 12.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 12.00 %, in a development type of 2.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 5.03 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.4600)*( 100.000".5)/( 12.000"(1/3)]= 5.03 Rainfall intensity (I) = 7.085(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.4 60 Subarea runoff = 0.130(CFS) Total initial stream area = 0.040(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 155.000 to Point/Station 160.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.326(CFS) Depth of flow = 0.085(Ft.), Average velocity = 6.532(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 0.25 0.50 3 0.75 0.00 4 1.25 0.00 5 1.75 0.50 6 2.00 1.00 Manning's 'N' friction factor = 0.013 Sub-Channel flow = 0.326(CFS) flow top width = 0.671(Ft.) velocity= 6.532(Ft/s) area = 0.050(Sq.Ft) ' ' Froude number = 4.220 Upstream point elevation = 269.000(Ft.) Downstream point elevation = 238.000(Ft.) Flow length = 260.000(Ft.) Travel time = 0.66 min. Time of concentration = 5.70 min. Depth of flow = 0.085(Ft.) Average velocity = 6.532(Ft/s) Total irregular channel flow = 0.326(CFS) Irregular channel normal depth above invert elev. = 0.085(Ft.) Average velocity of channel(s) = 6.532(Ft/s) 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 [LOW DENSITY RESIDENTIAL ] (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.4 60 Rainfall intensity = 6.541(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.460 CA = 0.074 Subarea runoff = 0.351(CFS) for 0.120(Ac.) Total runoff = 0.481(CFS) Total area = 0.160(Ac. Depth of flow = 0.107(Ft.), Average velocity = 7.393(Ft/s) End of computations, total study area = 3.040 (Ac.) Appendix B • Hydrology Maps - Proposed 11 Appendix C • Maps and Cliarts 12 7 8 9 10 20 30 Minutes 40 so 1 Duration Directions for Application: (1) From precipitation maps determine 6 hr and 24 hr amounts for the selected frequency. These maps are included In the County Hydrology Manual (10,50, and 100 yr maps included in the Design and Procedure Manual). (2) Adjust 6 hr precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation (not applicaple to Desert). (3) Plot 6 hr precipitation on the right side of the chart. (4) Draw a line through the point parallel lo the plotted lines. (5) This line is the intensity-duration curve for the location being analyzed. Application Form: (a) Selected frequency (b) P6= ^2A - (c) Adjusted Pg'^' = year ^24 in. (d) t^ = (e) I = _ mm. in./hr. Note: This chart replaces the Intensity-Duration-Frequency curves used since 1965. P6 Duration ^ 5 7 10 is 20 25 30 40 50 60 90 izo 150 _180 240 3C« 360 1 S I 2.5 I 3S I : 4.S I 5.S I 3 951 Ts.isi 2.63 2.12 1.68 j2.53 1 30 |l 95 1.08 11.62! 0 93 1 40 0.83 ll.24j 0.69 11.03! 0.60 [0.90j 0.53 i0.80! 0.41 l0.51 0.34 10,51 0.29 io,44 0^26 10.39 0^22 iO.33 0.19~T0.28 0.17 10.25 5 27 6 59 4.24 I 5.30 3.371 4.21 2.591 3,24 2.15 [2.69 1.871 2,33 1.6612.07 1.38 i 1.72 1 19, 1 06 0.82! 0 68 1.49 1,33 1,02 0.85 0.691 0.73 0.52! 0.65 0.43 i 0.54 0.38! 0.47 0.33 i 0.42 7 90 9 22 636 742' 5 05 5 90' 3 8914 54 3 23 3 77 2 80 3 27 2 49*2 90' 2 07 2 41 1 79 2 09, 1 59 1 86 1 23 1 43 1 02 1 19 0 88 1 03 i0.78i0.91l i 0.6510.76 i 056 0 66^ 0 50 0 58' 10.54 8.48 6.74 5,19 4.31 3.73 3.32 2.76 2.39 2.12 1.63 1.36 1,18 1.04 0.87 0.75 0.67 1186 13 17 9.64 ,10.60 7.581 8.42 5.84 i 6.49L 4.85 1 5l39 4.20 T 4.67 373'4 15 I 3.45 14.49115.81 11.66112.72 9,27 110.11 3.10 i 269 ' 2 39 1.84 i 1.53 1 1 32 ' 1 18" 0.98 ! 0.8S I rr 298 2.65 I 2ib4 1 1.70 I i 47 ' TsTj 0.94 ! 0.75 I 0.84 ' 7.13 5.93 5.13 4.56 3.79 3.28 2.92 2.25 1.87 1.62 1.44 1.19 1.03 0.92 7.78 6.46 5.60 4.98 4,13 3.58 3.18 2.45 2.04 J.76 1.57 J.30 1.13 1.00 FIGURE intensity-Duration Design Chart - Template San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 6 of 26 Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space 0* 0.20 0.25 0.30 0.35 Low Density Residential (LDR) Residential, LO DU/A or less 10 0.27 0.32 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 0.42 0.46 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0.69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 0.78 0.79 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited 1.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General L) General Industrial 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). DU/A = dwelling units per acre NRCS = National Resources Conservation Service 3-6 EXAMPLE: Given: Watercourse Distance (D) = 70 Feet Slope (s) =1.3% Runoff Coefficient (C) = 0.41 Overland Flow Time (T) = 9.5 Minutes SOURCE: Airport Drainage, Federal Aviation Administration, 1965 1.8 (1.1-C) VD" FIGURE Rational Formula - Overland Time of Flow Nomograph I San Diego County Hydrology Manual Date: June 2003 Section: Page: 3 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) Element* DU/ Acre .5% 1% 2% 3% 5% 10% Element* DU/ Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR I 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General I. 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *See Table 3-1 for more detailed description 3-12 AE Feet • 5000 .4000 .3000 • 2000 — 1000 900 ^ 800 -•TOO \ - 600 500^^ -.400 \ -300 •200 Tc Tc L AE EQUATION /l1.9Ln0.385 \AB) Time of concentration (hours) Watercourse Distance (miles) Change in elevation along effective slope line (See Rgure 3-5) (feet) Tc Hours [—100 90 80 70 \ •100 •50 •40 •30 • 20 '10 \ L \ Miles Feet N \- 0.5- 4000 — 3000 \ .2000 1800 h- 1600 1400 1200 -1000 • 900 -800 •700 — 600 500 —400 -300 — 200 \ AE SOURCE: California Division of Highways (1941) and Kirpich (1940) Minutes -240 •180 •120 -60 -50 • 40 — 30 -20 18 [—16 14 — 12 -10 —9 — 8 7 1—6 —3 Tc Nomograph for Determination of Time of Concentration (To) or Travel Time (Tt) for Natural Watersheds FIGURE I I I o CO IO o s. o o o CO o CO o 33°30^ Orange County 33°15'- 33'00' 32°45' 32°30' S/7E U exi c o 33°30' o CO m o O o in 32°30' o CO in o (O County of San Diego Hydrology Manual Rainfall Isopluvials Isopiuvial (inches) B 9 100 Year RainfaU Event - 24 Hours GIS Xv'c Havi: San Dicso (kivcrtti! N THIS MAP IS PRC^/!DED WrTHOUT WARRANTY OF ANY KIND. EITWER EXPRESS OR IMPLIED. INO-UDING, BUT NOT UMITED TO, THE IMPLIED WARFIAMTIES OF M6RCKANTABlLrrY AND FrTNESS FOR A PARTICULAR PURPOSE. Coptiigfit SanGIS. AH Rig^tts Reserved. This products may contain information frtxn the SANDAG Regiona) IH Information Sybiem wtiich cannot be reproduced without ttie ^ written pennission of SANDAG. This product ma/ contain infonmation which has been reproduced with permission granted by Thomas Brothers Maps. 3 Miles 33°30^ SS'SO' 33°15' 33°00' 32°45 32''30' County of San Diego Hydrology Manual Rainfall Isopluvials 100 Year Rainfall Event - 6 Hours Isopluvial (inches) DPW GIS ^c-ajtvprv" .'"•an.;if':"- S'^.'^-'-ct"' GIS \X'c Have San Dicat! Cxjvcrcd! N THIS MAP IS PROVIDED WrTHOlIT WARRANTY OF ANY KIND, EITHER EXPRESS OR IMPUED. INCLUDING, BLTT NOT LIMITED TO. THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copynghl.'anGIS. All Rights Reseived. This prodicB may contain inforniatiai from the SANDAG Regional infotnation aystern viMch (»nnol be iepnxlu<«l without the wiitten peimissior, SANDAG. This produd^ay containinlocmation which has l)eon lepiDduced with pennission grants^i by Thomas Btothore Maps. 3 Miles Appendix D • Grading Plans 13 UNFORU BUIUMK COOC. RIGHT or mr ReomRC SEPAR^IT GRADING NOTES (IN ADDITION TO THf HEOUKEUENTS OF CHAPTER 15 16 OF THE CARLSBAO MUNICIPAL COOE.J 1 IMS PLAN SUPERCEDES Alt OTHER PLANS PREMOUSll' APPROVCD Sr IHE OTT OF CARLSBAO RECARBNC CRAOINC SHOHN ON THIS SET OF PLANS 2 APPROVAL OF TMS PLAM DOES NOT LESSEN OR WAIVC ANY PORTION OF IHE CARLSBAO UUmOPAL COOC. HCSOLUltON OF CONDITIONAL APPROVAL. OTT STANDARDS OR OTHER AOOITIONAL OOCUUENTS USIFO HEREON AS THEY MAY PERTAIN TO IHIS PROXCT. IHE ENCWEfR IN RESPONSIBLE CHARGE SHALL REUSE THESE PLANS HHEN NON-CONFORMANCE IS OlSCOVtRfO. 3 OTY APPROVAL OF PLANS DOES NOT RfL«V€ THE OEVttORER OR ENGWEER-OF- IIORK FROM RESPONSIBILirY FOR IHE CORRfCnON OF ERRORS AND OMISSIONS DISCOVTRED OURINC CONSTRUCnON ALL PLAN REVISIONS SHALL BE PROMPTLY SOBUiriEX) TD THE OTY ENGINEER FOR APPROVAL 4 A aCHT-Of-WAr PERMIT FROM THE OTY ENONFER WLL flf REOUIREO FOR ANY KORK IN IHE PUBLIC RIGHT OF WAY. PRIOR ID PERMIT ISSUANCE. A CTRnnCAir OF INSURANCE AS HTLL AS ABOITIONAL INSURED ENDORSEMENT MOST BE FtfO NAMING nc OTT or CARLSBAO AS AN AOOIIIONAI »ISU!EO ON IHE PERMITTEE'S POLICY IN IHE MINIMUM AMOUNT OF II.OOO.OOO.OO FOR EACH OCCORRANCF OF LIABILITY IHF WSURAMCF COMPANY UBIIING THF POUCY MUST HAVf A RAHNC OF 'A-' OR BETTER AW A SIZE CATEGORY OF gASS V OR BETTER A.*; FSTABllSHfO BY TBESTS" KEY RAUNC GUIOC. 5 UNtcss rxFMPiro Br SECTION JOL(6J5 OF IHE RCTAmiNC WALLS OUTSOE OF PUBLIC PERMITS FROM IHE BULDING DEPARTMENT. 6 NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM IHf OTY AND OTHER APPROPRIAIT ACCNOCS. 7. APPROVAL or ncsE PLANS Br mr orr ENGINEER DOES NOT AUTHORIZE ANY IWRK OR CRAOWC TO SE PERFORMED UNTIL IHE PROPERTY OUNER'S PERMISSION HAS BEEN OBTAINEO AND A VALO GRADING PERMIT HAS SEEN ISSUED. 8. NO REVISIONS HILL SE MAOE TO IHESF PLANS wmOUT IHE HRITTFN APPROVAL OF IHE OTr ENGINEER. NOITO IHTMN THE REVISION BlOCIt. ON IHE APPROPRIATE SHEET OF IHt PLANS AND IHE IlTlf SHEET. 9. ORIGINAL ORAWNCS SHALL BECOME IHE PROPERTY OF IHf OTY UPON BEINC SIGNED sr IHf orr CNONCICR. 10 IHf ORIGINAL ORAMNC SHALL BE REUSED TO RfafCT AS-SUtLT CONDinONS Br IHE ENONEER-OF-HORK PRIOR TO FINAL ACCEPTANCE OF THE IIORK Br IHE OTr IL ACCESS FOR ORE ANO OTHER EMERCENCr VEHKLES SHALL BE MAINTAINED TO IHf PROJECT STE AT ALL TIMES OURINC CONSITtUCTION. 12. IIHEBE TRENCHES ARE WTHIN OTT EASEMENTS. A SOUS REPORT COMPRISED OF. (A) SUUUARY SHEET. (B) LABORATORY WORK SHEETS AND (C) COMPACHON CURVES SHALL SE SUBMITTED Br A PROFESSIONAL ENONFER OF IHE STATE OF CALIFORNIA. PRINOPAUY OOWC BUSINESS IN THE OELD OF APPLIED SOUS MECHANICS THE SOIS REPORT IWI BE SUBMITTED TD THE OTr ENONEERINC INSPECTOR WIHIN TW WORKING DAYS OT IHE CCWPLETION OF FtLD TESTS IJ. A SOILS COMPACTION REPORT ANO COMPLIANCE VERIFICAIION REGAROINC ADHERENCE TO RECOMMENDATIONS OUTLINED H THE SOUS REPORT IS REOURfO PRIOR TO IHE ISSUANCf OF A BIMMIC PERMIT. ALL CONTROLLED GRADINC SHALL SE DONE UNOfR IHf DIRECTION OT A PROEESSONAL ENGINEER OE THE STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE EIELD OE APPltO soils MECHANICS All Fm OR FUTURE FILL AREAS SHAII BE CONSTRUCTED IN ACCORDANCE WIH IHE OTr OF CARLSBAO STANDARD SPfOflCAHONS ANO IHE • EARTHWORK SPECIFICATIONS ' ATTACHED TO THE PRELMNAKY SOUS INVESHCAHOK. OAiir FIELD COMPACTION REPORTS WU. BE SUBMITTED TO mt PROJfCr INSPECTOR. H. A PRFCnNSIBIICnnN MFFHMG •JIAII BF HFin AT IHF SITE PRIOR TO THE BEGINNING OF WTHK AND HAI I RF ATirNPFD Hr All RFPRFVNTATIVtS RESPONSIBLE FOR CONSTRUCTION. INSPECTION. SUPERVISION. lESTlNG AND All OTHER A'gyCTS OF IHF IBIRK IW CONTRACTOR SHALL REOW:Sr A PRECONSTRUCTION MEEUNC sr CALLING THE WSPECHON LINE AT (760) tx-xsi AT LEAST FIVE(5) WORKING DAYS PRIOR TO STARTING CONSTRUCTION IHf CONTRACTOR Wll THEN Bf CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DAIE AND TIUE FOR THE PRECONSTRUCTION UEETING APPROVED DRAWINGS UUST BE AVAILBLE PRIOR TO SCHEDULING. THE GRADING PERMT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE UEETING 15. All »KPFCTmN RFOirsr; OTHFR IHAN FOR PRfCONSTRUCDOW MFTIMG Mil BF MAIIF Br r.tlllNr. THF FNQNFFPING P4-HnilR WtPFmnM RFHrST IINF AT (7601 43S-3B9I. INSPFCTION RFOIIFST MUST BF RECEIVED PRIOR TO 7 00 PM ON IHf OA r BfFORF THE INSPECTION IS NEEDED INSPfCHONS MU Bf MAOE THf Nfxr ItORK DAr UNIESS VOU REOUEST OTHfRMSf. RE0UEST5 MAOE AFIER 2.00 P.M. Wll Bf SCHEDULED FOR TWO FULL WORK DAYS LATER. 16. THE OWNER AND/OR APPLICANT THROUGH THE DfVElOPER AND/OR CONTRACTOR SHALL DESIGN. CONSTRUCT AND MAINTAIN All SAFETY DEVICES. INCLUDING SHORING, AND SHALL BE SOlEir RESPONSIBLE FOR CONFORMING TO All lOCAl. STAir ANO FEDERAL SAFETY AND HEALTH STANDARDS LABS AND REGULATIONS 17. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 Br SUBWTTHC A DETAIL PLAN TO THE OTY ENGINEER AND/OR CONCERNED AGENCY SHOWNG THE DESIGN OF SCORING, BRAONG SLOPING OR OTHER PROVISIONS TO BE MAOE OF HORKER PROTECTION FROU IHE HAZARD OF CAMNC GROUND DURING IHE EXCAVATION OF SUCH HiENCH OR TRENCHES OR OURINC IHE PIPE INSTALIAHON IHfRflN. IMS PLAN MUST flf PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH ANO APPROVEO Br THE OTr ENONffR AND/OR CONCERNED ACENCr PRIOR TO rmvinnw IF IMF PIAN VARIES FROM THF SHORING SrSlEM STANOARDS ESTABUSHED Br Ttf CONSTRUCTION SAFEIr OROFRS. HUE 8 CAUFORNIA ADMINISTRAIlVf CODF THF PIAN SHAU HF PREPARED Br A RFOSIFRFD ENGINFFB AT THF CONTRACTORS EXPENSE. A COPY OF THE OSHA EXCAVAnON PERMIT MUST BE SUBMITTED TO IHE INSPECTOR PRIOR TO EXCAVATION. 18 NO aASTWC SHALL Bf PERFORMED UNHl A VAIID BLASTING PERMIT HAS BEEN OBTAINEO FROM THE OTY OF CARLSBAO. SUBMIT APPUCATION FOR BLASTING PERMIT HELL IN ADVANCE OF IHE SCHEDULING OF BIASIING OPERATIONS 19. IF ANr ARCHAfOlOCICAL RfSmiRCrS ARf DISCOVERED WIHW ANr WORK ARfA DURING CONSTRUCTION. PfRMITIEf Wll NOTIFY THE OFT ENGINEER UNTIL THE PfRMITIEE HAS RECEIVED ENGINEER TO DO SO. 20. All OPERATIONS CONDUCTED ON THE SITE OR WARNING UP. REPAIR. ARRIVAL. DEPARTURE OPERATIONS Will CFASF HMFDIAIFIK ANO IHE - OPERATIONS Wll NOT RESTART BRITTEN AUTHORITY FROU THE OTY ADJACENT THERETO. INOUOINC OR OPERATION OF TRUCKS EARIHMbvINC fOtiPMENT. CONSTRUCTION fOWPMENT ANO ANY OTHER ASSOCIAIED GRADING fOWPMENT SHALL SE IMIEO TO THE PfRKJO SETHEEN 7.00 AM ANO SUNSET EACH DAr, MONDAr THRU FRIOAr AND NO EARIHMOUNG OR CRAOWC OPERATIONS SHALL SE CONOUCIEO ON WEEKENDS OR HOLIDAYS (A LIST OF OTY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) 21 All Off-SITE HAUI ROUTES SHAII BE SUBMITTED Br IHF CONTRACTOR TO IHE Cirr ENONEFR FOR APPROVAL THO FULL HORKING DAYS PRIOR TO BEONMNC OF WORK. 22. IMPORT MATERIAl SHAU BE OBTAINED FROH. ANO IMSIE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED Br IHE OTr ENGINEER. THF CnNTRACTOR SHAII BF RESPONSIBIF FOR ANY OFBRIS OR DAMACF OCCURRING Al ONG THF HAUl RmiTTS OR ADJACENT STREETS AS A RESULT OF THF GRADING OPFRATWN. 2.J BRUSH SHALL BE RfMOVED ONir WIHW IHE AREA TO BE GRADED NO TREES ARE TO Bf REMOVED UNIESS SPEOnCALir NOTED ON IHE PLAN. 24 AU AREAS SHAU BE GRADED TO DRAIN. GRADING RESULTING IN IHE PONDING OF WATER IS NOT PERMITTED AU EARTHEN SWALES ANO DITCHES SHAU HAVE A MNIMUM ONE PERCENT SLOPE. 25 THESE PLANS ARF SUBJECT TO A SICNED AND APPROVED SET OF EROSION CONTROL PLANS EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE orr ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR. 26. All SLOPES SHAU BE IRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM SURFACE ANO CROSS SECIION IHE SITE SHALL SE LEFT IN A NfAT ANO OROfRir CONDinON. ALL STONfS ROOTS OR OTHfR OEBRIS SHALL Bf RfUOVED AND DISPOSED OF AT A SITE APPROVED OF Br THE On- ENGINEER 27. All SLOPES SHALL BE IRRIGATED, STABILIZED. PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIUE ItHEN EACH SLOPE IS BROUGHT TO CRAOf AS SHOHN ON IHf APPROVEO GRADING PLANS. 28. LANDSCAPING SHALL BE ACCOMPLISHED ON AU SLOPfS ANO PADS AS REOUIRED BY THf OTr OF CARLSBAO LANDSCAPE MANUAL. THE LANDSCAPING PLANS FOR THIS PROJECT. DRAWING NO. AND/OR AS DIRECIED BY THE OTY ENGINEER OR PLANNING DIRECTOR. 29. THE OHNER/APPUCANT SHAU WSURE THAT All CONTRACTORS SHALL COORDINATE THE WORK OF THESE GRADINC PLANS WIH IHAT SHOHN ON BOTH THE lANDSCAPE AND KRICATION PLANS AND IHE HIPRDVEMENT PLANS AS REOUIRED FOR IHIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REOWRfMENTS JO HHERf AN EXEIINC PPC UNE IS TO BE ABANDONED AS A RESULT OF THF GRADINC OPERATION, IT SHAU BE RfMOVED WTHIN IHENTr FEET OF StM.OWC OR STREET AREAS AND REPIACED WIH PROPERir COMPACTED SOUS IN OTHER AREAS IHE PIPE WLL SE aoCCED WIH CONCRETE OR REMOVED AS APPROVED Br IHf orr fNONEER. JI. THE CONTRACTOR SHAU VERIFr IHE LOCATION OF ALL EMSIING FACUITIES ( ABOVE GROUND ANO UNDER GROUND ) WIHW IHf PROJECT SITE SUFFOENTir AHEAD OF GRADINC ID PERMIT THE REVISION OF THE GRADING PLANS F IT IS FOUND THAT THE ACTUAL lOCAIIONS ARE IN CONFIICT WIH THf PROPOSED WORK. J2. THf CONTRACTOR SHAU NOITr AFFECTED OIHITr COMPANCS (SEE SflO»5 AT IfAST 2 FUL HORKWC OArS PRIOR TO STARTING GRADINC NEAR THEIR FAOtlHES ANO SHAU COORDINATE THE WORK WITH A COUPANY REPRESENTATIVE. UNDERGROUND SERVKE ALERT SDGiE PACmC BELL nuE WARNER CABLE COX COUMUNICA TIONS orr OF CARisBAD(STREErs * STORM DRAW; XITY or CARlSBAOfSEHEH.IMIER * REOAMIED WAIERJ •SAN DCGUirO WAIER DISIRICT IfUCAOIA WASTEWATER OlSIRICT •VAUEOrOS WATER DISIRCT •aiVENHAIN WAIER OlSDBCr ?BUENA SANITATION OlSIRICr •AS APPROPRIATE (800)422-4133 0300)660-7343 lBOO)a92-OI23 (760)438- 7741 (760)806-3809 (760)434-2980 (760)438-2722 (760)633-2650 (»0)75J-0I55 f7B0;7«-OI60 (7S0)7SJ-6<66 (7S0;726-IJ<0 EROSION CONTPnl. NOTES IN CASE EMERCENCr KIRK IS REOUIREO. CONTACT AT (PHONf NUMSfR; fOUiPMENT AND HDRKERS FOR EMERCENCr WORK SIALL BE MADE AVAILABLE AT AU TIMES OURINC IHE RAINr SEASON AU NfCESSARr MATERIALS SHALL BE STOCKPIIED ON SITE AT CONVEMENT lOCAIIONS TO FAOIITAIE RAPID CONSTRUCTION OF TEMPORARr OEVKES HHEN RAM IS EUNENT DEVICES SnWN CN PLANS SHALL NOT BE MOVED OR MODIFFO MIHOUT IHE APPROVAl or IHE ENGINEERING INSPECTOR. IHf CONTRACTOR SHALL RESTORE AU fROSIOM CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE OTY ENGINEER ATTER EACH RON-OfT PROOUONC RAINFALL, nc CONTRACTOR SHALL WSTALl AOOIIIONAI EROSION CONTROL MEASURES AS MAr BE REOUIRED Br IHE OTr ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN ORCUMSTANCES HMCH MAr ARISE. nt CONTRACTOR SHALL BE RESPONSIBLE ANO SHAU TAKE NECESSARr PRECAUTIONS TO PREVENT PUBUC TRESPASS ONro AREAS HHERE IMPOUNDED WATERS CREATE A HAZARDOUS CONDinaN. BE INCORPORATED HEREON SLOPE AT THE CONOUSION OF EACH WDRKWC DAY ROUGH GRADING PLANS FOR JJ. PERMIT COMPLIANCE REOUIREMENTS A FOR OONTROIIfD CRADWC - THE APPLICANT HIRES A OUL ENGINEER. SOUS ENGINEER. AND/OR CEaOOST TO OVE TECHNICAL ADVKE, OBSERVE AND CONTROL THE WORK IN PROGRESS /liI6I20 A^ CARLSBAO MUMOPAL CODE. STATE OF CALIFORNIA. a PRIOR rO FINAI APPROVAl OF A GRADING PFRMIT - IHE FOLLOWINC REPORTS UUST BE SUBMITTED TO IHE Orr ENGINEER VIA IHE PROJECT INSPECTOR (1516.120 AIO( CARLSBAD MUNIOPAL CODE: FINAL REPORT Br SUPERHSINC GRADINC ENGINEER STATING All GRADING IS COMPLETE. ALL EROSION CONTROL. SLOPE PLANTmC AND IRRIGATION ARE INSTALLED IN CONFORUANCE WITH OTY COOC AND ne APPROVED PLANS ( OBTAIN SAMPlf OF COMPLIANCE ifrifR FROM orr CNONEERING DCPARTUENT). AS-BUILT GRADING PLAN. REPORT FROU mf SOILS ENGINEER, WHICH INCLUDES RfCOMMfNOfO SOU BEARING CAPAORES. A STATEUENT AS TO THE fXPANSVE OUALITr OF THE SOL. ANO SUMMARIfS OF fIfID AND LASORATORr IfSIS THE REPORT SHALL ALSO INOUOE A STATEMENT Br WE SOUS ENGINEER THAT THE GRADINC WAS DONE IN ACCORDANCE WITH THE REOUIRCUCNTS AND RfCOMMENOAnONS OUTLINED IN THE PRELMNAMY SOILS REPORT AND ANY SUPPLEUENTS THERETO. REPORT WITH AS-BUILT GEOLOCIC PLAN. IF REOUIRED BY THE orr. GRADING PERMIT FOR WIS PROXCT IS ISSUED wmiN ONE (I) YEAR AFIER THE OTY ENGINEER'S APPROVAL, THESE PLANS MAr Bf RfOUKfO TO Bf RfSUBMITIED FOR PLANCHECK PLANCHECK FEES Wit BE REOUIRED FOR ANr SUCH RECHECK. J5. THE SOLS REPORT nlirn CfOTtCHWOL REPORI FOR WBtTA RANCH PREPARED Br VIHjr A A'SOOAIFS. WC. . DATED ,20J&., SHALL BE CONSIDERED AS A PART 3F miS AU GRADINC SHALL SE DONE IN ACCORDANCE WW THE (I) (2) O) (*) UNLESS MXajstT" GRADING PLAN. RECOUUENDATKJNS AND SPEOEICAVONS CONTAMED IN SAO SOUS REPORT "DECLARATION OF RESPONSIBLE CHARGE" I HERESr DECLARE THAT I AU THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSSLE CHARGE OVER THE DESIGN OF mE PROJECT AS DEFINED IN SECTKXI 6703 OE THE BUSINESS ANO PROFESSIONS COOE. AND THAT mf DfSIGN IS CONSISTENT WITH CURRENT STANDARDS I UNDERSTAND THAT THE CHECK OE PROJECT DRAWNGS AND SPEOFICAnONS BY THf orr OF CARLSBAD DOCS NOT RfltVt Mf, AS ENGINEER OF WORK, OF UY RCSPONSmiTIES FOR PROJECT DESIGN KC CONSULTAfflS, WC FIRM;_ AooRfsa orr. STATE. IFLfPHONf - Br: 2442 SECOMO AVEMUE BRUCE R08EKTS0M (NAME OF ENGINEER) REGISTRATION EXPIRATION DATE:. SOILS ENGINEER'S CERTIFICATE I A REOSre^REO (CIVIL/ GEOTECHNICAL) ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THf FlflO OF APPLIED SOILS UECHANICS, HEREBY CERTIFY THAT A SAMPLING ANO STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MAOE Br ME OR UNDER Mr DIRECTION BETWEEN THE DATES OF 20 AND 20 . nto COPIES OF IHE SOILS RfPORT COMPILfO FROM RfCOMMENOAnONS. HAS SffN SUBMITTED TO THE ENONEER. SICNED. THIS STUOr. KITH Mr OFFICE OF THE Cirr C.E./P.E NO.:. DATE: LICENSE EXPIRARON OAIE; OWNER'S CERTIFICATE I ( WE ) HEREBY CERTFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR Wll BE RETAINED TO SUPERVISE OVER-ALL GRADINC ACTIVITY AND ADVISE ON THE COUPACTION AND STABILITY OF THIS SITE. NOBURU k EVam neATA DATE SOURCE OF TOPOGRAPHY rOPOGRAPHr SHOItN ON THESE PLANS WAS GENERATED Br_ Mf moos FROM MFORMAnON GATHERED ON 20 sr-TOPOGRAPHr SHOHN HEREON ACCURACr STANDARDS PROJECT LOCATION CONFORMS TO NATIONAL UAP THIS PROJECT IS LOCATED wmw ASSESSORS PARCEI NUMBER(s; 214-631-20. 21. * 214-630-20 TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION All PERMANENT AND TEMPORARr EROSION CONTROL PLANTING AND IRRIGATION SHALL BE INSTALLED AND MAINTAINfO AS RfOUKtXI IN SECTKIN 212 OF THE STANDARD SPECmCATIONS AND THE FOLLOWING: HYDROSEEDING SHALL Bf APPllfD TO. 1. Alt SlOPfS mAT ARf GRAOfO 6.1 (HORIZONTAL TO VERTKM.) OR STEEPER WHEN THEY ARE: a mREE FEET OR MORE IN HEIGHT AND ADJACENT TO A PUBLIC WALL OR STREET t. ALL SLOPES 4 FEET OR MORf IN HfffiHT 2. AREAS GRAOfO FlATIfR THAN 6.1 HHfN ANr OF mf FaiOWNG CONDITKMS EXIST: a NOT SCHEDULED FOR lUPROVtMENTSfCONSniUCnON OR GENERAL LANDSCAPING) WITHIN 60 DAYS OF ROUGH GRADINC b. BERTHED BY THE PARKS ANB RECREATION DIRECTOR AS HKHLY VISIBLE TO THE PUBLIC. c. HAVE ANr SPEOAl CONDITION IDENTIFIED BY THE OTY ENGINEER THAT WARRANTS UUEDIATE TREATUENT. HYDROSEEDED AREAS SHALL BE IRRIGATED IN ACCOROANCE wm IHE FaiOWNC CRIIERIA. I. All SLOPES mAT ARE GRADED 6.1 OS STEEPER AND mAT ARE. a THREE TO EIGHT FEET IN HEKHT SHALL BE IRRICAIED Br HAND WATERING FROU DUCK COUPLCRS/HOSE BIBS OR A CONVENnONAt SrSIEM OF LOW PHEOPITATION SPRINKIER HEADS PROVWING lOOit COVERAGE. 6. GREATER mAN 8 FEET IN HflCHT SHAU BE WATERED Br A CONVENnONAl SISIEM OF LOW IWOPITAnON SPRINKLER HEADS PROtlOINC lOOX COVERAGE 2 AREAS SLOPED LESS mAN 6:1 SHALL BE IRRICAIED AS APPROVED Sr mE OTr ENGWEER, PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVlOE IRRIGATION TO THE OTr ENGINEER. IHE PROPOSAL SHAU BE SPECIFIC REGARDING IHE NUMBERS. TIPES ANO COSTS OF mE ELEMENTS OF mE mE PROPOsfD sreifM J. RRKMinON SHAU MAINTAIN mf MOISIURf LfVtt OF IHf SOL AT THf OPnMUM tfvEt FOR mE CROwm OF nc HYDSOSEEDED GROWTH. HYDROSEEDING MIX SHALL CONSIST OF ALL OF WE FOLLOmNG: 1. SEED MIX SHALL CONSIST OF NO LESS mANL 0. 20 lbs. PER ACRE OF ROSE OOVER b. 20 bs. PER ACRE OF ZORRO FESCUE c. J »s PER ACRE OF E SCHOa OA CALIFORWCA d. 4 lbs. PER ACRE OF ACHILLEA MIllEFaiA e J lbs PER ACRE OF AirSSUM (CARPET OF SNOHJ 1. 1/2 b. PER ACRE OF WMORPHatCA 9. ITEMS cic, AND IDE THIS SUBSECTION MAY BE OUtriED ON lOCAIIONS HHEPE IHE AREA BEHG NIOROSfEOED IS NOT VISIBLE FROM EimER A PUBLIC STREET OR RESIDENVAL STRUCTURES b. ITEM o OF miS SUBSECnON MUST SE MOCULAIED wm A NITROGEN FIXING BACTERIA AND APPLIED DRY EimER Br DRIUINC OR BROAOCASnNC BEFORE HIDROSEEDINC. i AU SEED MATERIAtS SHALL Sf niANSPORIED TO THE JOBSITE IN UNOPENED CONTAINERS WITH THE CALFORNIA DCPARTUENT OF FOOD AND AGRICULTURE CERimCARON TAG ATrACHED TO. OR PRINTED ON SAID CONTAINERS NON-PHYTO-TOXK WETTING AGENTS UAY BE ADDED TO THE HYDROSEED SLURRY AT THE OISCRETUN OF THE CONTRACTOR. 2. TYPE I MUlCH APPIIEO AT IHf RATE OF ND LfSS mAN 2000 lbs PfR ACRf. rrPE 6 MULCH (STRAW) UAY BE SUBSVTUTED, AU OR PART. FOR HIORAUtlCAUr APPIIEO FIBER MAIfRIAl. HHfN STRAW IS USED IT MUST BE ANCHORED TO mf SLOPE Br UECHAMCALLY PUNCHING NO LESS mAN SOX OF THE STRAW INTO THE SOU. J. ffRIIllZER CONSISnNC OF AMMONIUM PHOSPHATE SUtFAIf. I6-20-a Wm ISX SULPHUR APPLIED AT IHf RATE OF 500 lbs. PfR ACRE. AREAS TO BE HIOROSEEDEO SHALL BE PREPARED PRIOR TO HYDROSEEDING BY: 1 ROUGHENING THE SURFACE TO BE PLANTED Sr ANr OR A COUBINATION OF: a. TRACK WALKING SLOPES STEEPER mAN 6.1 6 HARROWNC AREAS 6:1 OR FLATTER mAT ARE SUFFlOfNILr FRIABLE c RIPPING AREAS THAT WILL NOT BREAK UP USING ITEMS o OR b ABOVt. 2 CONDITIONING THE SOILS SO THAT IT IS SUTAStf FOR PLANTING BY: a AOJUSnNG mf SURFACE SOU MOISTURE TO PROVIDf A DAMP SUT NOT SATURAIfO SffO BED b. mE ADDITION or SOIL AUENDUENTS. PH ADJUSTUENT, LEACHING COVERING SALINE SOUS TO PROVIOED VIABLE CONOinoNS FOR GROWm. E. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVlOE A VIGOROUS CROWm UNR mE mf PROJECT IS PERMANENCY LANDSCAPED OR. FOR AREAS HHERE HtOROSffDING IS mf ne PERMANENT LANDSCAPINC. UNTIL mE PROJECT IS COMPLETED ANO ALL BONOS RELEASED BASIS OF BEARINCiS THE BASIS OF BEARING FOR THIS SUR\€Y IS THE CCS 83. ZONE 6. (EPOCH 1991.35) GRID BEARING BETWEEN STATION aSB-OSO AND aSB-047 (BOTH HAVING A CALIFORNIA COORDINATE VALUE OF FIRST ORDER ACCURACY). PER ROS 17271. I.E. N 76'38'42" E yiaNITYMAP NTS INDEX OF SHEETS SHEET I - Iin.f SHEET SHEfT 2 - SfCnONS ANO Df TAILS sef r J - ROUGH GRADING PIAN SHEET 4 - EROSION CONma NOTES AND DETAILS SHEET 5 - EROSION CONTROL PLAN BENCH MARK OESCRlPnON:. lOCAnON: RfCOROf0: _ flfVAnON:. REFERENCE DRAWINGS HAP 14773 MAP 13394 CmSBtB DK. NO. 401-9J CARLSBWI DWG. NO. 401-90 0«LS8W owe. NO. 4ai-9C OaSBH) DWG. NO. 341-3 OIRISBMI DWG. NO. 267-9 CWLSSN) owe. NO. 258-2 CffilSBM) DIK. NO. 256-8 CN!LS8*0 DWG. NO. 230-6 EARTHWORK QUANTITIES mr- 19.600 cr FIU:. WORK TO BE DONE ne GRADING HORK SHAU CONSIST OF IHf CONSmuCnON OF All CUTS AND FUS RfMfOIAL GRADING. DRAINAGE FAOLITICS EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPINC AND PRFPARAnON OF AS-BUItT GRADING PLANS, AS-SUIT GEOLOGIC MAPS AND REPORTS. All AS SHOHN OR REOUIRED ON IMS SET OF PLANS ANO nC OTr STANDARDS SPEOFICAnONS RfO(«!fMfNrS, RESOLUTUNS AND ORDNANCES OIEO ON THESE PLANS ne CRAOwc HDRK SHALL Bf PERFORMED « ACCORDANCE wm ne FOLLOWING DOCUMENTS CURRENT AT THE HUE OF CONSTRUCTION, AS DIRECTED BY THE OTT ENGINEER CARLSBAD MUNICIPAL COOE orr OF CARLSBAD ENGNEERING STANDARDS mis SET OF PLANS REsaunoN NO. 6619 . DATED 5 ne STANDARD SPCOFKATIONS FOR PUBLIC HORKS CONSmUCnON (GRffN BOOK;. 6 sons REPORT AND RECOMUfNOATIONS Br VINX MCDLETON/lAim 8-7-7001 7. THE SAN OeCO REGIONAL STANDARD DRAWNGS AND AS MAr BE MODinED Br THf orr OF CARLSBAO STANDARDS a CAirORWA COASTAL COMMISSION KVELOPMfNT PfRMIT CONDinONS DATED 9. ENVKONUENTAL APPROVAL DOCUMENTS DATED 8-5-2009 10 STORM WATER POLLUTION PREVENnON PLAN PREPARED py RFC rONSIII TANr; ««- nAITD J-ZOii HOO NO. 9 J75 11. STORM WATER MANAGEMENT PLAN PREPARED BY REC CONSULTANTS INC llAim 2-20II 12 CAUFORNIA STORU WATER OUAUTY ASSOOAnON BMP CONSTRUCTKM HANDBOOK AND CALTRANS CONSTRUCTION SI IE BMP MANUAL. LEGEND DESCRIPTION DWG.NO. SYMBOL QUANTITY SUBOMSIOH BOUNDARY PROPOSED EVEVADON PROPOSED CONTOURS BROW DITCH TYPE V FLOW DIRECnON PROPOSED SLOPE swALC nomME ffETAMMC WALLS 3: EXISTING: EXBTCONTOURS EXIST.ElEVAnONS EXIST. OVERHEAD ELECTRIC LINE EXIST. STORM DRAIN SEWER MAW SEHER UINHDLE WATER UAW CAS LINE TELEPHONE LINE REqUIREO TREATMENT CONTIIOL BKP TABLE TTPE DESCRIPnON OINEXSHIP HAINTEIItNCE ACREEHENT SHEET NO. •UOrtENANCE IDEQUENCY TC-30 VECITATEO SWALE HOA -3 ANNUAL siisiip PROJECT PRioRiry PRioRirr OEVELOPHCNT 2.400 IMPORr- fXPORT:. 17.200 _cr -CY _cr -cr Consultants. Inc. Civil Engineering.Environmentol land Survejring 2442 S«cond Avvnuc Son Dwqo. CA 92101 (619)232 - 9200 (619)232-9210 Fun THE CALIFORNIA COORDINATE INDEX E_:^ OF mis PROXCT IS CARLSBAO MUNIOPAL WATER DISTRICT DAVID A. HAUSER DEPUTY OTY ENGINEER R.C.E. 35081 DATE EXP. 6/30/08 'AS BUILT' REVIEWED BY: SHEET 1 CITY OF CARLSBAD ENCINEERINO DEPARTHENT SHEETS 5 SHEET 1 CITY OF CARLSBAD ENCINEERINO DEPARTHENT SHEETS 5 GRADING AND EROSION CONTROL PLANS FOR TABATA RANCH TITU ANO INDEX SHEET GRADING AND EROSION CONTROL PLANS FOR TABATA RANCH TITU ANO INDEX SHEET GRADING AND EROSION CONTROL PLANS FOR TABATA RANCH TITU ANO INDEX SHEET GRADING AND EROSION CONTROL PLANS FOR TABATA RANCH TITU ANO INDEX SHEET GRADING AND EROSION CONTROL PLANS FOR TABATA RANCH TITU ANO INDEX SHEET APPROVED; GLEN K. VAN PESKI APPROVED; GLEN K. VAN PESKI -JK -SENIOR aw. ENG»eER PE 41204 EXPIRES 3/31/11 DAIE DATE MTIAL m REVISION DESCRIPTION DATE MTIAL DATE MTIAL OWN BY: CHKD BY RVWD 81 PROXCT NO. CT 06-15 ORAMNC NO. 471-9A eNONQR or WORK m REVISION DESCRIPTION OTHER APPROVE. OTT APPROVAL OWN BY: CHKD BY RVWD 81 PROXCT NO. CT 06-15 ORAMNC NO. 471-9A RETENTKm AREA SHAU BE LEVEL ANO DEPRESSED A MINIMUM OF 6' FROM THE ^ SURROUNOINC GRADE DEEP ROOTED. DENSE. DROUGHT 'TOLERANT PLANTING SUITABLE FOR WEU DR*«EO SOIL -mcNT-OF-wAr LEMON LEAF DRIVE PROPOSED PUBLK STREET PROPOSEO CUU KTJUNKK WALL W/ KSERT TAN SPLIT FAC£ riMSH 0-5' UAX CXPOSCD} JOINT UTttlTY TRENCH PROP. CONC. SOCWAIK PROP. CONC CURB A cunrff SECTION G PROP 5" AC OVER 6' CLASS a AB (mMIUU) 5" PCC OVfR 6" aASS _ » AB rOR GRADIENTS NOTE: GREATER THAN 10X FMAL STFUCTVRAL SECTKH PCR GEOTECHNICAL RECOtMENOATKINS TYPICAL SECTION- CATALINA VISTA PROPOSED PUBLIC CUL~DE-SAC STREET Civil Engineering-Environmental Land Surveying 2442 S«cond Avenue Son 0«qo. CA 92101 ConsuttontS. Inc. (619)2:S2-9200 (619}232-9210 fan CARLSBAD MUNICIPAL WATER DISTRICT DAVIO A. HAUSER DEPUTY OTY ENGINEER R.C.E 33081 DATE EXP. 6/30/08 SHEET 2 CITY OF CARISBAD ENGINEERING DEPARTMENT SHEETS 5 SHEET 2 CITY OF CARISBAD ENGINEERING DEPARTMENT SHEETS 5 GRADING ANO EROSION CONTROL PLANS FX>R: TABATA RANCH DETAILS AND SECTIONS GRADING ANO EROSION CONTROL PLANS FX>R: TABATA RANCH DETAILS AND SECTIONS GRADING ANO EROSION CONTROL PLANS FX>R: TABATA RANCH DETAILS AND SECTIONS GRADING ANO EROSION CONTROL PLANS FX>R: TABATA RANCH DETAILS AND SECTIONS GRADING ANO EROSION CONTROL PLANS FX>R: TABATA RANCH DETAILS AND SECTIONS APPROVED: CLEN K. VAN PESKI SENIOR aVH. ENONEER PE 41204 EXPIRES 3/31/11 BATE DATE IMTIAL ^ . REVISION DESCRIPTION DATE MTIAL DATE miDAL D*N BY: CHKD BY RVWD Bl PROJECT NO. llDinCVHNC NO CT 06-15 II 471-9A tHONEEH OF WORK ^ . REVISION DESCRIPTION OTHER APPROVAL OTY APPROVAL D*N BY: CHKD BY RVWD Bl PROJECT NO. llDinCVHNC NO CT 06-15 II 471-9A EXIST STREETLIGHT TO BE PROTECTED IN PLACE- PROPOSED PUBlC TYPE e CLEANOUT (SEE IMP PLAKS) CMP RCOUfiCMCNIS FOR MDtVIOUAL LOTS LOT NUUeER TYPE MNMUW TREA1MENT AREA (SO FT) VOLUME (CUBIC FT) 1 BIORETENTKM CELL 471 2 BIORETENTION CEU 566 471 3 eiOf^TENTION CEU S66 471 4 BIORETENTION CEU 283 236 5 OOfKTENTION CELL 283 236 CARLSBAD MUNICIPAL WATER DISTRICT DAMO A. HAUSER DEPUTY OTY ENGINEER DATE EXP. 6/30/Oa OAIE NTIAL REVISION DESCRIPTION OATE INITIAL DATE INITIAL ENONEER or WORK REVISION DESCRIPTION OTHER APPROVAL arr APPROVAL Civil Engineering Environmental Lond Surveying 2442 Second Avcnu« Son Di«90. CA 92101 (619)232-9200 (619)232-9210 Fo. GRADING AND EROSION CONTROL PUNS FOR: TABATA RANCH ROUGH GRADING BUILT' REVIEWED BY. CITY OF CARLSBAD ENGINEERING DEPARTHENT SHEETS 5 APPROVED: CLEN K. VAN PESKI SENIOR OVU ENGINEER PE 41204 EXPIRES 3/31/11 OWN BY; _ CHKD BY:. RVWD BY: . PROJECT NO. CT 06-15 DRAWNG NO. 471-9A EROSION CONTROL NOTES 1. IN CASE EMERGENCY WORK IS REOUIREO. CON TACT AT (PHONE NUMBER; 2. EQUIPMENT ANO tWRKERS FOR EMERGENCY WORK SHALL BE MAOE AVAILABLE AT ALL rawES DURING IHf RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED OW SITE AT CONVENIENT LOCADONS TO FAaUTATE RAPID CONSTRUCTION or TEMPORARr DEVICES WHEN RAIN IS EMINENT 3 DEUCES SHOWN ON PLANS SHALL NOT BE MOVED OR UOOmED WTHOUT THE APPROVAL OF THE ENaNEERING INSPECTOR. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEV4CES TO WORKING ORDER TO THE SATISFACnON OF THE CITr ENGINEER AFTER fACH RUN-OFF PRODUCING RAINFALL. 5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSON CONTROL MEASURES AS MAr BE REOUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES HHICH MAY ARISE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE ANO SHALL TAKE NECESSARY PRfCAUnONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE lUPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 7. ALL EROSON CONTROL MEASURES PROHDEO PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. B. GRADED AREAS AROUND THE PROJECT PERIUCTER UUST DRAIN AWAY FROU THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORKING DAY 9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE ENO OF EACH HORKING DAY HHEN THf FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40X). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 10. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM ACCREGRATE. 11. SHOULD CERUINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SlOpfS (90X COVERAGE) PRIOR TO NOVEMBER 15. THf SLOPES SHALL BE STASILIZEO Br PUNCH STRAW INSTALLED IN ACCORDANCE WITH SECTION 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE DEPARTMENT OF CONSERVADON, STATE OF CALIFORNIA. TEMPORARY EROSION CONTROL PLANTING AND IRRIGATION ALL PERMANENT ANO TEMPORARr EROSION CONTI?Ol PLANTING ANO IRRIGAnON SHALL Bf INSTALLED AND MAINTAINfO AS REOUIRED IN SECTION 212 OF THE STANDARD SPECIFICATIONS AND THE FOLLOWING: A. HYDROSEEDING SHALL BE APPLIED TO: I. ALL SLOPES THAT ARE GRADED 6:1 (HORIZONTAL TO VERTICAL) OR STEEPER WHEN THEY ARE: a. THREE FEET OR MORE IN HflCHT ANO ADJACENT TO A PUBLIC WALL OR SWEET. 6 ALL SLOPES 4 FEET OR MORE IN HEIGHT 2. AREAS GRADED FLATTER THAN 6:1 WHEN ANY OF THE FOLLOWING CONDIDONS EXIST: o. NOT SCHEDULED FOR IUPROVEUENTS(CONSTRUCTION OR GENERAL LANDSCAPINC; WITHIN 60 DA>S OF ROUGH GRADING. 6. IDENTIFIED BY THE PARKS AND RECREATION DIRECTOR AS HIGHLY VISIBLE TO THE PUBLIC. c HAVE ANr SPECIAL CONDITION IDENTIFIED BY THE OTY ENGINEER THAT WARRANTS IMMEDIATE TREATUENT. B. HYDROSEEDED AREAS SHALL BE IRRIGATED IN ACCORDANCE WITH THE FOLLOWINC CRITERIA: 1. ALL SLOPES THAT ARE GRADED 6:1 OR STEEPER AND THAT ARE: o. THREE TO EIGHT FEET IN HEIGHT SHALL BE IRRIGATED BY HAND WATERING FROU QUICK COUPLERS/HOSE BIBS OR A CONVENTIONAL SYSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING lOOX COVERAGE. b. GREATER THAN 8 FEET IN HEIGHT SHALL BE WATERED BY A CONVENnON- Al SrSTEM OF LOW PRECIPITATION SPRINKLER HEADS PROVIDING 100X COVERAGE. 2. AREAS SLOPED LfSS THAN 6:1 SHALL BE IRRIGATED AS APPROVED Sr IHE CITY ENGINEER. PRIOR TO HYDROSEEDING. THE DEVELOPER SHALL SUBMIT A PROPOSED SCHEME TO PROVIDE IRRICADON TO THE CITY ENGINEER. THE PROPOSAL SHALL BE SPECIFIC REGARDING THE NUMBERS. TWES AND COSTS OF THE ELEMENTS OF THE PROPOSED SYSTEM. 3 IRRIGADON SHALL MAINTAIN THE MOISTURE LEVEL OF THf SOIL AT THE OPnMUM IfVtl FOR THf GROWTH OF THf HYDROSEEDED GROWTH. C. HYDROSEEDINC MIX SHALL CONSIST OF ALL OF IHE FOLLOWNC: I. SEED MIX SHALL CONSIST OF NO LESS IHAN: 0. 20 Iti PER ACRE OF ROSE aOVER 6. 20 lbs. PCR ACRE OF ZORRO FESCUE c. 3 lbs. PCR ACRE OF E SCHOOL CIA CAIIFORNICA d. 4 lbs. PCR ACRE OF ACHILLEA UILLEFOLIA e. 3 16s. PER ACRE OF ALYSSUM (CARPET OF SNOW) t. 1/2 Ib. PER ACRE OF DIUORPHOLECA g. ITEMS c.d.«. ANO I OF THIS SUBSECDON UAY BE OUITTED ON LOCATIONS WHfRf THf ARfA BEINC HH)ROSffOfD IS NOT VISIBLE FROM EITHER A PUBLIC Sn?fET OR RESIDENTIAL STRUCTURES h. ITEM o OF THIS SUBSECTION MUST BE INOCULATED MTH A NITROGEN FIXING BACTERIA AND APPLIED DRY EITHER BY DRILLING OR BROADCASTING BEFORE HYDROSEEDING. 1. ALL SEED MATERIALS SHALL BE TRANSPORTED TO IHE JOBSITE IN UNOPENED CONTAINERS WIH THE CAIIFORNIA DEPARTMENT OF FOOD AND AGRICULTURE CERTIFICATION TAG ATTACHED TO, OR PRINTED ON SAID CONTAINERS. j. NON-PHYTO-TOXIC WETTING AGENTS UAY BE ADDED TO THE HYDROSEED SLURRY AT THE DISCREVON OF THE CONTRACTOR. 2. TYPE I UULCH APPLIED AT THE RATE OE NO LESS THAN ZOOO lbs PER ACRE. TYPE 6 UULCH (STRAW) UAY BE SUBSTITUTED, ALL OR PART, FOR HYDRAULICALLY APPLIED FIBER MATERIAL. WHEN STRAW IS USED IT MUST BE ANCHORED TO THE SLOPE BY MECHANICALLY PUNCHING NO LESS THAN SOX OF THE STRAW INTO THE SOIL. 3. FERTILIZER CONSISnNC OF AMMONIUM PHOSPHATE SULFATE. 16-20-0, WITH ISX SULPHUR APPLIED AT WE RATE OF 500 lbs. PER ACRE D. AREAS TO SE HtOROSEEOEO SHALL BE PREPARED PRIOR TO HYDROSEEDINC BY: I ROUGHENING THE SURFACE TO BE PLANTED BY ANY OR A COMBINATION OF: a TRACK WALKING SLOPES STEEPER THAN 6:1 b. HARROWING AREAS 6:1 OR FIATTER THAT ARE SUFFIOCNTLY FRIABLE. c. RIPPING AREAS THAT Wll NOT BREAK UP USNC ITEMS o OR 6 ABOVE. 2 CONOITIOmNC THE SOILS SO THAT IT IS SUITABLE FOR PLANDNG BY: a ADJUSTING THE SURFACE SOIL MOISTURE TO PROVIDE A DAMP BUT NOT SATURATED SEED BED. b. THE ADDITION OF SOIL AMENDMENTS. PH ADJUSTMENT. LEACHING OR COVERING SALINE SOILS TO PROVIOED VIABLE CONDITIONS FOR GROWTH. C. HYDROSEEDED AREAS SHALL BE MAINTAINED TO PROVIDE A VIGOROUS GROWTH UNVL THE PROJECT IS PERUANENTL Y LANDSCAPED OR, FOR AREAS WHERE HYDROSEEDING IS THE PERMANENT LANDSCAPING, UNTIL THE PROJECT IS COMPLETED AND ALL BONDS RELEASED EXISTINC GROUND PUBLIC RIGHT-Or-WAY METAL SHAKER PLATES (24 ' MIN.J PROVIDE APPROPRIATE TRANSITION BETWEEN STAOLIZED CONSTRUCTION ENTRANCE AND PUBLIC RKHT-OE-WAY STABIUZED CONSTRUCTION ENTRANCE PER CASOA BMP CONSIRUCnON HANDBOOK, TC-I (MODIFEO AS SHOW) FMBFPDING DFTAII ANGLE FIRST STAKE TOWARD PREVIOUSLY LAID BALE WIRE OR NYLON = BOUND SALES PLACED ON nc CONTOUR 2 Rf-SARSSIEEL PICKETS.OR 2"X 2" STAKES I 1/2' TO 2' IN GROUND EARTHEN RIDGC UNUNED SWALE & BERM COMPACTED SOIL -TO PREVENT PIPING GRAVEL BAGS 2 BAGS HIGH GRAVEL SACS " 2 BAGS HIGH '//////A ANCHORING DFTAII ' DRAMACE AREA LESS THAN I ACRE STRAW BALE DIKE L SET POSTS AND EXCAVATE A 4 BY 4 IN (ID BY 10 CU) TRENCH UPSLOPE FROU AND ALONG THE UNE OF POSTS 2. STAPLE WIRE FENCING TO THE POSTS GAP BETWEEN BAGS ACTS AS SPILLWAY THREE LAYERS OF GRAVEL BAGS WITH ENDS OVERLAPPED GRAVEL BAGS POINTS A SHOULD SE HIGHER THAN POINT B HAY BALE CHECK DAM 24 « (61 CM; COARSE ACCREGRATE L'DISTANCE SUCH THAT POINTS A AND B ARE OF EOUAl ElfVAHON GRAVEL CHECK DAM LEGEND DESCTOFTION QUANTITY SXMEQL STABIUZED CONSTRUCTION ENTRANCE 800 SF SILT FENCE 810 LF • UNUNED SWALE Ic BERU 1.200 LF D-7S UNED SWALE 612 LF BLOCK-SCREEN-CRAVEL SILT BASIN 0 EA J GRAVEL BAC SILT BARRIER EA EA cSSSSSSh uurrs OF CLEARING & GRADING GRAVEL BAGS 200 EA PUNCHED STRAW GRAVEL CHECK DAM Civil Engineering.Environmental Land Surveying 2442 Second Awonue Son Diogo. CA 92101 Consultonts, Inc. (619)232-9200 (619)232-9210 FOK CARLSBAO MUNICIPAL WATER DISTRICT DAVID A. HAUSER DATE DEPUTY OTY ENONEER R.C.E. 33061 EXP. 6/30/08 CNCmeCR OF WORK 2s: REVISION DESCRIPTION OTMOl APPROVAL OTY APPROVAL •AS BUILT' REVIEWED BY. INSPECTOR CITY OF CARLSBAD 4 ENGINEERING DEPARTHENT SHEETS 5 GRADING AND EROSION CONTROL PLANS FOR: TABATA RANCH EROSION CONTROL NOTES AND DETAILS APPROVED: GLEN K. VAN PESKI SEWOR gviL ENONEER PE 41204 EXPIRES 3/31/11 DATE DVVN BY: _ CHKD BY:. RVW BY: • PROJECT NO. CT 06-15 DRAWING NO. 471-9A PAAcod\856 Tabata Ronch\Groding\Grd-04.di»g 6/6/2011 8:41:31 AM PDT -©--e--©- () () () () () () () () () () () () () () C/RLSBAD MUNIOPAL WATER DISTRICT DAVID A. HAUSER DEPUTY QTY ENGINEER DATE R.C.E. 33081 EXP. 6/30/08 A DATE Ml HAL REVISION DESCRIPTION DATE INITIAL DATE MTIAL CNCmCER or WORK REVISION DESCRIPTION OTHER APPROVAL OTY APPROVAL 0 10 20 Cmi Engineering •EnvironmentoL . Land Surveying 2442 Second Av«nu« Son Diego. CA 92)01 Consultonts, Inc. (619)232-9200 {619)232-92T0 Fm 'AS BUILT' RTF FXP nATF REVIEWED BY. INSPECTOR DATE SHEET 5 CITY OF CARLSBAD ENGINEERING DEPARTMENT SHEETS 5 GRADING AND EROSION CONTROL PLANS FOR: TABATA RANCH EROSION CONTROL PUN APPROVED: GLEN K. VAN PESKI SENIOR avi ENGINEER PE 41204 EXPIRES 3/31/11 PAIE niUN BY- ruxn RY RVWO BY: PROJECT NO II DRAWING NO. CT 06-15 II 471-9A -©- ) ) () () () () () () ()