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HomeMy WebLinkAboutCT 14-10; POINSETTIA 61; DRAINAGE STUDY; 2014-11-20-• -• ---• ---- • - • ----... ------ DRAINAGE STUDY FOR POINSETTIA 61 CT-14-10 GR 2017-0052, DWG NO. 507-2A January 3, 2018 Prepared For: Lennar Homes 25 Enterprise, Suite 300 Aliso Viejo, CA 92656 Prepared By: O'DA Y CONSULTANTS, INC. 2710 Loker A venue West, Suite I 00 Carlsbad, CA 92010 J.N. 14-1018-05 ,.. Prepared by: -.. -.. --.. .. --- O'DA Y CONSULT ANTS, INC. 2710 Loker Avenue West, Suite 100 Carlsbad, California 92008-6603 Tel: (760) 931-7700 Fax: (760) 931-8680 RCE 32014 -.... C ,r;.,,. 0 30(8 Date • • • • ---------• ------ • ----------------- TABLE OF CONTENTS SECTION 1 INTRODUCTION Purpose of Study Scope HYDROLOGY Modified Rational Method Description Program Process CONCLUSION SECTION 2 HYDROLOGY CALCULATIONS 100 Year -Existing Hydrology Basin A I Basin A2 Basin B Basin C 100 Year-Proposed Hydrology Basin A Basin Bl Basin B2 Basin B3 Basin B4 Basin BS SECTION 3 REFERENCES SECTION 4 County of San Diego References Existing Improvement and Grading Plans EXHIBITS & ATTACHMENTS Existing Hydrology Exhibit Proposed Hydrology Exhibit "Determination of Pre-and Post-developed 100-year flows" by TWE "BMP Sizing for Stormwater Treatment" by TWE "SWMM Modeling for Hydromodification Compliance" by TWE "Determination of Potential Critical Coarse Sediment Yield Areas" by TWE Pipe hydraulic Calculations, Public Storm Drains Pipe hydraulic Calculations, Private Storm Drains 18" and larger. Curb Inlet Sizing Calculations 2 SECTION 1 .. ... • ... .. .. .. • • -• .. • .. .. .. .. • .. • .. .. .. .. .. .. .. .. .. ------------• ------------------------- Purpose of Study Poinsettia 61 project is located between Poinsettia Lane at the Cassia Road street intersection and Poinsettia Lane at the Oriole Court/Skimmer Court street intersection (future joining of west Poinsettia Lane and east Poinsettia Lane); north of Aviara Parkway, east of Ambrosia Lane, and west of El Camino Real in the City of Carlsbad, California (see Vicinity Map below). The site consists of 2 undeveloped lots totaling approximately 50.8 acres. Poinsettia 61 consists of natural open space, agricultural graded pads, and a previously graded area designated for future Poinsettia Lane construction. The purpose of this Drainage Study is to support rough grading and precise grading for the proposed development for residential purposes. Scope Under existing conditions, the project is divided into three separate drainage basins. Basin "A" drains in a southwesterly direction toward the top northwesterly half of the project. Basin "B" drains toward the southerly boundary of the project, and Basin "C" is a small existing cut slope draining to the western boundary. Basin "C" will not be altered from the existing condition, and is not included in the proposed drainage conditions study. Existing storm drain facilities are located near the northwesterly corner in Poinsettia Lane and along the westerly boundary of the project. These storm drain facilities intercept a portion of the total project area at Nodes 30 and 360.1. The remainder drains southerly in a natural channel to the southerly property line of the project. The majority of the project area is undisturbed natural terrain with the remaining area being used for agriculture purposes. A runoff coefficient of0.35 is used in the existing hydrology calculations. Under the proposed drainage conditions, the project is divided into two separate basins. Basin "A" drains towards the northwesterly corner of the project. The proposed storm drain in Basin "A" will connect to the existing storm drain facilities located in Poinsettia Lane. Basin "B" drains toward the southerly boundary of the project. The proposed land use is Medium Density Residential use (7.3DU/AC). A runoff coefficient of 0.57 is used in the proposed hydrology calculations for the residential areas. An undisturbed natural runoff coefficient of 0.35 will be utilized for the natural areas and the slopes on the perimeter of the grading limits. The drainage areas that include Poinsettia Lane utilize a higher runoff coefficient of 0.87. There are five bioretention facilities located on-site, each designed for combined water quality, hydromodification and detention purposes. The County of San Diego Hydrology Manual Soil Hydrologic Group identifies Soil Group D as the predominant soil type. Hydrologic Soils Group D soils have a very slow infiltration rate (high runoff potential) when thoroughly wet. These soils have a very slow rate of water transmission. HYDROLOGY The hydrologic analyses are being performed according to the 2003 San Diego County Hydrology Manual. The overall drainage area is less than one square mile and includes junctions of independent drainage systems; therefore, the Modified Rational Method is being used for the analyses. The Modified Rational Method is applicable to a 6-hour storm duration because the procedure uses 3 Intensity-Duration Design Charts that are based on a 6-hour storm duration. In some cases, the 6-hour precipitation must be adjusted based on the ratio of the 6-to 24-hour precipitation. This will be performed where necessary. Modified Rational Method Description The modified rational method, as described in the 2003 San Diego County Flood Control/Hydrology Manual, is used to estimate surface runoff flows. The basic equation: Q = CIA C = runoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres For the I 00-year design storm, the 6-hour rainfall amount is 2. 7 inches and the 24-hour rainfall amount is 4.7 inches. San Diego County Rational-Hydrology Program Package Version 7.4, developed by Civi!CADD/C!VILDESIGN Engineering Software© (1991-2004 ), was used to determine the rainfall amount, times of concentration, corresponding intensities and flows for the various hydrologic basins within this model. The program was then used to route flows through drainage conveyance structures and confluence basins per the modified rational method. Program Process The Rational-Hydrology program is a computer-aided design program where the user develops a node link model of the watershed. Developing independent node link models of each interior watershed and linking these submodels together at confluence points create the node link model. The program has the capability of performing calculations for 11 different hydro logic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: I. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area runoff. 3. Addition of runoff from sub-area to stream. 4. Street inlet and parallel street and pipeflow and area. 5. Pipeflow travel time (program estimated pipe size). 6. Pipeflow travel time ( user-specified pipe size). 7. Improved channel travel -Area add option. 8. Irregular channel travel time -Area add option. 9. User-specified entry of data at a point. I 0. Confluence at downstream point in current stream. 11. Confluence of main streams. The results of the Poinsettia 61 drainage runoff analysis for existing conditions and proposed conditions are depicted below for the I 00 year storm event for Basin A, Basin B and Basin C 4 -.. ---.. .. -• -.. .. .. .. ... -... -.. - -.. -• -• -• -• -- .. .. • -• .. -.. - Ill • -------------------------... -- Table 1-1 100 Year Storm Event-Basin A (without Detention) Existing Conditions Proposed Conditions Basin/ Area Tc (min) Q (CFS) Basin/Node Area Tc (min) Q (CFS) Node (AC) (AC) A-1/ 30 11.60 15.38 13.99 A-I & 27.0 9.35 34.73 A-2/360. l A-2/ 360 20.68 19.26 25.23 A-3/430 2.08 10.88 2.93 Total 32.28 Total 39.22 Total 29.08 Total 37.66 Table 1-2 100 Year Storm Event-Basin B (without Detention) Existin2 Conditions Proposed Conditions Basin/ Area Tc (min) Q (CFS) Basin/Node Area Tc (min) Q (CFS) Node (AC) (AC) B-l/ 1060 77.7 13.65 105.47 B-1/1060 80.90 13.9 123.73 Table 1-3 100 Year storm Event-Basin C-Existing & Proposed Conditions Basin/Node Area (AC) Tc (min) Q (CFS) C/251 I.OS 8.97 1.79 cfs 5 Detention of the 100 Year Storm A Technical Memorandum for Determination of the Pre-and Post-Developed I 00 year Peak Flows for Poinsettia, by Tory R. Walker Engineering on August 9, 2017 depicts the I 00 year detention calculations for each point of compliance. Based on this study with storage of I 00 year peak storm event in the bioretention facilities, it has been demonstrated that the post development I 00 year peak flows are less than the existing conditions. Note that the points of compliance and methodology used by Tory Walker Engineering differ from the nodes and methodology used by O'day Consultants, Inc., and the results are therefore not interchangeable. Table 1-4 Summary of Peak Flow Results* POC Pre-development Post-Dev. Post-Dev. Post Dev. -Pre- Peak Flow Undetained Peak Detained Peak dev. Peak Flow Flow (cfs) Flow (cfs) (cfs) 1 14.72 16.55 13.91 -0.81 2 8.77 29.29 5.39 -3.38 3 43.24 48.73 42.70 -0.54 *Per Tory R. Walker En2ineering Technical Memorandum dated August 9, 2017 Table 1-5 SUMMARY OF DETENTION BASINS FOR POINSETTIA* BMPNAME NODE QIOO (IN) TRIBUTARY TC (MIN) QIOO (OUT)* AREA BMP l-l NODE270 6.49 CFS 2.20 AC 8.73 MIN 3.80 CFS BMP 2-l NODE 960.1 25.60 CFS 9.06 AC 5.95 MIN 4.41 CFS BMP 3-1 NODE 140 5.81 CFS 1.84 AC 9.95 MIN 3.63CFS BMP 4-1 NODE 800 19.19 CFS 7.28 AC 9.09 MIN 7.52 CFS BMP 5-1 NODE 790.1 6.41 CFS l.55 AC 5.56 MIN 5.25 CFS • The 100 year flowrate out of the b10retention areas are based on the Technical Memorandum "Determination of Pre-and Post-Developed 100 Year Peak Flows for Poinsettia" prepared by Tory Walker Engineering, dated August 9, 2017. CONCLUSION Based on the Technical Memorandum by Tory Walker for Pre and Post Developed I 00 Year Peak Flows for Poinsettia, dated August 9, 2017, I 00 year flowrates in the proposed post-development condition will be less than the existing condition due to the detention provided by the bioretention areas. 6 • • • .. • • ---.. ---- ----• .. .. -• -.. --.. --- ---- .. .. .. .. .. .. .. .. .. .. .. -.. -.. -... .. .. -.. ------------ BASIN A IMP 1-1 and IMP 3-1 are the bioretention basins in Basin A that will mitigate the project flows at Node 360.1. Additionally, less area drains to Node 360.1 from the existing condition to the proposed condition . Runoff will not increase from the existing 25.23 cfs at Node 360.1 where flow enters an existing 48- inch storm drain (DWG 341-5A, sheet 14) that connects to an existing 54-inch storm drain downstream (DWG 341-5, sheet 10) along the westerly boundary of the project. The natural undisturbed land that drains onto the property at the south, and the landscaped hillside will not be treated in bioretention basins; however, the flow is considered in the I 00-year storm event discharged from the site. The flow from these areas will be conveyed by brow ditches and discharges to the natural channel running parallel to the western edge of the site. The channel flow remains unaltered and concludes at a type 'F' catch basin (Node 400) where it connects to the previously mentioned 54- inch storm drain (DWG 341-5, sheet 10). (Tory Walker Engineering POC-1). Excluding the 100 year detention calculations, there is an overall decrease in runoff in Basin A from 39.22 cfs to 37.66 cfs because 3.2 acres of tributary area is diverted to Basin Bin the proposed condition . BASIN B The remainder of the project drains in Basin B towards the southerly property line at Node 1060. IMP 2-1, IMP 4-1 and IMP 5-1 are the bioretention basins in Basin B that will mitigate the project flows at Node 1060, which receives the runoff from both Tory Walker Engineering POC's 2 & 3. Proposed project runoff and existing condition runoff in Basin B was evaluated at estimated I 00 year storm event. The developed condition, I 00 year flowrate at node I 060 without detention is 123. 73 cfs, which is reduced below the pre-development condition flow of 105.5 cfs by the detention basins (reduction in flow from developed/un-detained; to developed/detained condition is 29.93 cfs). 7 SECTION 2 ---------• -.. • .. .. .. • .. .. .. .. .. .. .. -.. -.. ... ... -.. ---• -... • • .. • -• • -----SECTION 2 --Existing Hydrology -- • -----------------.. -8 -- .. -.. -.. ------- • ----- • - • .. -------------.. -- SECTION 2 100 Year Existing Hydrology -Basin A 9 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/08/17 POINSETTIA BASIN A-1 JN 141018 EXISTING CHANNEL DRAINAGE NF 5/8/17 ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation{inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 -57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance Highest elevation -313.200(Ft.) Lowest elevation -308.000(Ft.) 77.000(Ft.) Elevation difference 5.200(Ft.) Slope= 6.753 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.75 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 7.14 minutes TC -[l.8*(1.l-C)*distance(Ft.)".5)/11 slope"(l/3)] TC -[l.8*(1.1-0.3500)*( 100.000".5)/( 6.753"(1/3)]-7.14 Rainfall intensity (I) = 5.652(In/Hr) for a 100.0 year storm 10 .. -.. .. .. .. --.. .. .. • .. • .. • .. • .. .. .. • -.. .. .. ... ---.. -• - • • • ----------- • .. .. .. -.. -----• ------------ Effective runoff coefficient used for area {Q=KCIA) is C 0.350 Subarea runoff -0.257(CFS) Total initial stream area= 0.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 30.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 308.000(Ft.) Downstream point elevation 218.600(Ft.) Channel length thru subarea 1100.000(Ft.) Channel base width 40.000(Ft.) Slope or 'Z' of left channel bank= 5.000 Slope or 'Z' of right channel bank= 5.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.035 Maximum depth of channel 3.000(Ft.) Flow(q) thru subarea -7.163(CFS) Depth of flow -0.0BO(Ft.), Average velocity Channel flow top width -40.797(Ft.) Flow Velocity -2.23(Ft/s) Travel time 8.24 min . Time of concentration= 15.38 min. Critical depth -0.lOO(Ft.) Adding area flow to channel Rainfall intensity (II -3.446(In/Hr) for a Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 7.163(CFS) 2. 226 (Ft/s) 100.0 year storm Rainfall intensity= 3.446(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.350 CA -4.060 Subarea runoff -13.735(CFS) for ll.470(Ac.) Total runoff -13.992(CFS1 Total area Depth of flow= 0.119(Ft.}, Average velocity Critical depth -0.154(Ft.) End of computations, total study area 11 11. 600 (Ac. I 2.89B(Ft/s) 11.600 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/11/17 POINSETTIA BASIN A-2 EXISTING 100 YEAR HYDROLOGY JN 141018 BY NF ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 -57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 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 [ INDUSTRIAL area type (General Industrial Impervious value, Ai -0.950 Sub-Area C Value -0.870 Initial subarea total flow distance 54.000(Ft.) Highest elevation -248.lOO(Ft.) Lowest elevation -244.800(Ft.) Elevation difference 3.300(Ft.) Slope -6.111 s, INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 6.11 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% TC -[l.8*(1.1-0.8700)*( 90.000'.5)/( 2.15 minutes slope 11/31 J 6.111A (1/3) J- Calculated TC of 2.148 minutes is less than 5 minutes, 2.15 resetting TC to 5.0 minutes for rainfall intensity calculations 12 • • • .. • .. • .. -.. .. " .. .. .. • .. .. --- • - .. • - • .. .. -.. -- ------ • .. • - • -• ----• -------.. -... ---------- Rainfall intensity (I) = 7 .114 (In/Hr) for a Effective runoff coefficient used for area (Q=KCIA) Subarea runoff= l.114(CFS) Total initial stream area= 0.180(Ac.) 100.0 year storm is C = 0.870 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 60.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow= 0.328(Ft.), Average velocity= ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 20.00 21.33 21. 50 'Y' coordinate 0.52 0.12 0.00 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 3.682(CFS) flow top width= ll.828(Ft.) velocity= 2.534(Ft/s) area= l.453(Sq.Ft) Froude number 1.274 Upstream point elevation= Downstream point elevation Flow length= 327.000(Ft.) Travel time 2.15 min. 244.800(Ft. I 241.200(Ft.) Time of concentration= 4.30 min. Depth of flow= 0.328(Ft.) Average velocity= 2.534(Ft/s) Total irregular channel flow= 3.682(CFS) 3.682(CFS) 2.534(Ft/s) Irregular channel normal depth above invert elev. 0.328(Ft.) Average velocity of channel(s) 2.534(Ft/s) Adding area flow to channel Calculated TC of 4.299 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II = 7 .114 (In/Hr) for a 100. 0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value= 0.870 0.000 1. 000 Rainfall intensity= 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA= 0.879 Subarea runoff= Total runoff= Depth of flow= 5.137(CFS) for 0.830(Ac.) 6.25l(CFS) Total area 0.382(Ft.), Average velocity= 13 1. 010 (Ac.) 2.884(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 90.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 82.50(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 18.00(In.) 232.500 (Ft. I 231.000(Ft.) 0.0182 Manning's N 6.25l(CFS) Calculated individual pipe flow 6.251(CFS) Normal flow depth in pipe -8.37(In.) Flow top width inside pipe -17.96(In.) Critical Depth -11.60(In.) Pipe flow velocity -7.76(Ft/s) Travel time through pipe= 0.18 min. Time of concentration (TC) = 4.48 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 90.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 1.0lO(Ac.) Runoff from this stream 6.251(CFS) Time of concentration= Rainfall intensity= 4.48 min. 7 .114 I In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 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 [INDUSTRIAL area type (General Industrial Impervious value, Ai -0.950 Sub-Area C Value -0.870 Initial subarea total flow distance 104.300(Ft.) Highest elevation -282.400(Ft.) Lowest elevation -280.SOO(Ft.) Elevation difference -1.900(Ft.) Slope -1.822 % Top of Initial Area Slope adjusted by User to 4.274 % Bottom of Initial Area Slope adjusted by User to 4.274 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.27 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.42 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] 14 .. .. -.. -.. .. .. .. -.. .. .. --.. .. .. .. .. ... • -.. .. .. - .. .. - -.. -.. - • • • --- • -------------------• • ---• ----- TC~ [1.8*(1.1-0.8700)*( 90.000'.5)/( 4.274'(1/3)]~ 2.42 The initial area total distance of 104.30 (Ft.) entered leaves a remaining distance of 14.30 (Ft.) Using Figure 3-4, the travel time for this distance is 0.20 minutes for a distance of 14.30 (Ft.) and a slope of 4.27 % with an elevation difference of 0.6l(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.))]'.385 *60(min/hr) 0.204 Minutes Tt~[(ll.9*0.0027'3)/( 0.61)]'.385~ 0.20 Total initial area Ti 2.42 minutes from Figure 3-3 formula plus 0.20 minutes from the Figure 3-4 formula= 2.62 minutes Calculated TC of 2.624 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II~ 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff~ 0.433(CFS1 Total initial stream area= 0.070 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 90.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.287(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 'X' coordinate 'Y' coordinate 0.52 2 3 4 0.00 20.00 21. 33 21. 50 Manning's 'N' friction factor 0.015 Sub-Channel flow 4.08l(CFS) 0.12 0.00 0.50 flow top width -9.762(Ft.) velocity~ 4.040(Ft/s) area -l.OlO(Sq.Ft) Froude number 2.213 Upstream point elevation= Downstream point elevation Flow length -1124.000(Ft. I Travel time 4.64 min. 280. 700 (Ft. I 241.100 (Ft. I Time of concentration= 7.26 min . Depth of flow -0.287(Ft.) Average velocity= 4.040(Ft/s} Total irregular channel flow= Irregular channel normal depth Average velocity of channel(s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D 4.08l(CFS) above invert elev. 4.040(Ft/s) 5.592(In/Hr) fora 0.000 0.000 0.000 1. 000 15 4.08l(CFS) 4 . O 4 O I Ft/ s I 0.287 (Ft. I 100.0 year storm [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 Rainfall intensity= 5.592 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.870 CA -1.366 Subarea runoff= Total runoff= 7.205(CFSJ for l.500(Ac.J 7.639(CFSJ Total area Depth of flow= 0.342(Ft.), Average velocity= 1.570 (Ac. I 4.700(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 to Point/Station 90.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= l.570(Ac.) Runoff from this stream 7.639(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.26 min. 5.592 (In/Hr) Stream Flow rate TC No. (CFS) (mini 1 6.251 4. 4 8 2 7.639 7.26 Qmax(l) 1.000 * 1.000 * 6.251) 1.000 * 0.616 * 7. 63 9 J Qmax(2J 0.786 * 1. 000 * 6.251) 1.000 * 1.000 * 7. 63 9 J Total of 2 main streams to confluence: Flow rates before confluence point: 6.251 7.639 Rainfall Intensity (In/Hr) 7 .114 5.592 + + 10. 960 + + 12.553 Maximum flow rates at confluence using above data: 10.960 12.553 Area of streams before confluence: 1.010 1.570 Results of confluence: Total flow rate -12.553(CFSJ Time of concentration 7.261 min. Effective stream area after confluence 2.580(Ac.J ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 110.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation 230.670(Ft.J 16 • • • • • --.. .. -.. -.. -•. ----- .. - --.. - ---.. -· - -• -• • • -- • • -• -• -• ---• ---• • -- 'W ---------- Downstream point/station elevation= Pipe length 25.40(Ft.) Slope - No. of pipes= 1 Required pipe flow Given pipe size -24.00(In.) 224.500 (Ft. I 0.2429 Manning's N 12.553(CFS) Calculated individual pipe flow 12.553(CFS) Normal flow depth in pipe= 5.44(In.) Flow top width inside pipe -20.09(In.) Critical Depth -15.28(In.) Pipe flow velocity -23.49(Ft/s) Travel time through pipe= 0.02 min. Time of concentration (TC) = 7.28 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 110.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 2.580(Ac.) Runoff from this stream 12.553(CFS) Time of concentration= Rainfall intensity= 7.28 min. 5.583(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.540 given for subarea Rainfall intensity (I) -3.008(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 18.99 min. Rain intensity= 3.0l(In/Hr) Total area -17.600(Ac.) Total runoff -18.000(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 110.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 135.00(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 18.00{In.) 225.600(Ft.) 224.330(Ft.) 0.0094 Manning's N 18.000(CFS) 0.013 NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 5.109(Ft.) at the headworks or inlet selected pipe size. the pipe invert is of the pipe(s) Pipe friction loss= 3.963(Ft.) Minor friction loss= 2.417(Ft.) K-factor= 1. 50 Pipe flow velocity -10.19(Ft/s) Travel time through pipe 0.22 min. Time of concentration (TC) = 19.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 17 Process from Point/Station 100.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 17.600(Ac.) Runoff from this stream 18.000(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 19.21 min. 2.986(In/Hr) Stream No. Flow rate (CFS) TC (mini 1 12.553 7.28 2 18.000 19. 21 Qmax(l) 1.000 * 1.000 * 12.553) 1.000 * 0.379 * 18.000) Qmax(2) 0.535 * 1.000 * 12.553) 1.000 * 1.000 * 18.000) Total of 2 main streams to confluence: Flow rates before confluence point: 12.553 18.000 Rainfall Intensity I In/Hr I 5.583 2.986 + + 19.373 + + 24.712 Maximum flow rates at confluence using above data: 19.373 24.712 Area of streams before confluence: 2.580 17.600 Results of confluence: Total flow rate= 24.712(CFS) Time of concentration 19.211 min. Effective stream area after confluence 2 O. 18 O I Ac. I 110.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.100 to Point/Station 120.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 224.000(Ft.) Downstream point/station elevation= 213.900(Ft.) Pipe length 67.00(Ft.) Slope= 0.1507 Manning's N No. of pipes= 1 Required pipe flow 24.712(CFS1 Nearest computed pipe diameter 15.00(In.) Calculated individual pipe flow 24.712(CFS) Normal flow depth in pipe= 12.09(In.) Flow top width inside pipe= ll.86(In.) Critical depth could not be calculated. Pipe flow velocity= 23.30(Ft/s) Travel time through pipe 0.05 min. Time of concentration (TC) = 19.26 min. 18 0.013 -• --- - - • .. .. -.. -.. - -... -... ---.. ------.. -- • • • - • - • - • -• -• • • - • .. • .. -----.. ------------ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.100 to Point/Station 120.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= 2 O. 18 0 I Ac. ) 24.712(CFS) 19.26 min. 2.98l(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.200 to Point/Station 120.100 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value -0.350 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation -242.000(Ft.) Lowest elevation -213.000(Ft.) 135.000 (Ft.) Elevation difference -29.000(Ft.) Slope -21.481 % Top of Initial Area Slope adjusted by User to 5.000 % Bottom of Initial Area Slope adjusted by User to 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 7.89 minutes TC -[1.8*(1.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC -[l.8*(1.1-0.3500)*( 100.000".5)/( 5.000"(1/3)]-7.89 The initial area total distance of 135.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.38 minutes for a distance of 35.00 (Ft.) and a slope of 5.00 % with an elevation difference of l.75(Ft.) from the end of the top area Tt -[11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.382 Minutes Tt-[(ll.9*0.0066"3)/( 1.75)]".385-0.38 Total initial area Ti 7.89 minutes from 0.38 minutes from the Figure 3-4 formula Rainfall intensity I I) -5. 139 I In/Hr) Effective runoff coefficient used for area Subarea runoff= 0.899(CFS) Figure 3-3 formula plus 8.28 minutes for a 100.0 year storm (Q-KCIA) is C -0.350 Total initial stream area= 0.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.200 to Point/Station 120.100 19 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.500(Ac.) Runoff from this stream 0.899(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 8.28 min. 5.139(In/Hr) Stream No. Flow rate (CFS) TC (mini Rainfall Intensity (In/Hr) 1 24.712 19.26 2.981 2 0.899 8.28 5.139 Qmax(l) 1.000 * 1.000 * 24.712) + 0.580 * 1.000 * o. 8 99 I + 25.234 Qmax(2) 1.000 * 0.430 * 24.712) + 1. 000 * 1.000 * o. B 99 I + 11. 52 o Total of 2 main streams to confluence: Flow rates before confluence point: 24.712 0.899 Maximum flow rates at confluence using above data: 25.234 11.520 Area of streams before confluence: 20.180 0.500 Results of confluence: Total flow rate -25.234(CFS) Time of concentration 19.259 min. Effective stream area after confluence 20.680(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 360.000 to Point/Station 360.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= 212.050(Ft.) Downstream point/station elevation 211.600(Ft.) Pipe length 65.00(Ft.) Slope 0.0069 Manning's N 0.013 No. of pipes - 1 Required pipe flow 25.234(CFS) Given pipe size= 48.00(In.) Calculated individual pipe flow 25.234 (CFS) Normal flow depth in pipe -14.98(In.) Flow top width inside pipe -44.48(In.) Critical Depth -17.Bl(In.) Pipe flow velocity -7.54(Ft/s) Travel time through pipe= 0.14 min. Time of concentration (TC) 19.40 min. End of computations, total study area= 20.680 (Ac.) 20 • • • • • ---- -... --- --.. --.. .. .. -.. .. -... .. ... -- • -• -------• -• .. • --- • -----• ------------- SECTION 2 100 Year Existing Hydrology -Basin B 21 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/08/17 POINSETTIA BASIN B EXISTING SOUTH DRAINAGE NF 5/8/2017 JN 141018 ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation ( inches J = 4. 700 P6/P24 -57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.630 given for subarea Rainfall intensity (II -7.114 (In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.00 min. Rain intensity= 7.11 (In/Hr) Total area -4.lOO(Ac.) Total runoff -17.800(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 210.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width 314.000(Ft.) 169.000(Ft. I 2470.000 (Ft. I 20.000(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 Manning's 'N' = 0.035 Maximum depth of channel Flow(q) thru subarea = 4.000(Ft.) 53.74l(CFS) 22 53.741(CFS) ' • • • • • • - --- -- ----.. ---., --- ---.. -- ---------• ---------------------------- Depth of flow - Channel flow top Flow Velocity - 0.444(Ft.), Average velocity width -21.778(Ft.) 5. 7 9 I Ft/ s I Travel time 7.11 min. Time of concentration= 12.11 min. Critical depth -0.594(Ft.) Adding area flow to channel Rainfall intensity (II -4.02l(In/Hr) for 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 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 1.000 5.789(Ft/s) 100.0 year storm Rainfall intensity= 4.021 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.369 CA -22.288 Subarea runoff -71.8ll(CFS) for 56.300(Ac.) Total runoff -89.6ll(CFS) Total area Depth of flow= 0.603(Ft.), Average velocity= Critical depth -0.828(Ft.) 60.400(Ac.) 7.014(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 220.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 171.SOO{Ft.) Downstream point elevation 146.700(Ft.) Channel length thru subarea 600.000(Ft.) Channel base width 20.000(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 Manning's 'N' = 0.035 Maximum depth of channel 4.000(Ft. I Flow(q) thru subarea -97.584(CFS) Depth of flow= 0.703(Ft.), Average velocity Channel flow top width -22.814(Ft.) Flow Velocity -6.48(Ft/s) Travel time 1.54 min. Time of concentration= 13.65 min. Critical depth -0.875(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 3.721 (In/Hr) 0.000 0.000 0.000 1.000 for a 97.584(CFS) 6.48l(Ft/s) 100.0 year storm Rainfall intensity= 3.72l(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 23 (Q~KCIA) is C ~ 0.365 CA~ 28.343 Subarea runoff= Total runoff= 15.862(CFS) for 17.300(Ac.) Depth of flow= Critical depth= 105.473(CFS1 Total area 0.737(Ft.), Average velocity 0.922(Ft.) End of computations, total study area 24 77.700(Ac.) 6.668(Ft/s) 77.700 (Ac.) I • • .. .. • • .. --- -... ---.. .. ---... .. -----... -.. - -.. • .. ---- • --------------------- • --.. -.. -- SECTION 2 100 Year Existing Hydrology -Basin C 25 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/11/17 POINSETTIA 100 YEAR EXISTING HYDROLOGY BASIN C-W'LY PL ALONG AMBROSIA CALCS BY NF JN 141018 ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) = 4.700 P6/P24 = 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 250.000 to Point/Station 251.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation= 266.000(Ft.) Lowest elevation= 242.500(Ft.) 370.000(Ft.) Elevation difference 23. 500 (Ft.) Slope = 6. 351 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 6.35 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of concentration 7.29 minutes TC= [l.8*(1.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC= [l.8*(1.1-0.3500)*( 100.000".5)/( 6.351"(1/3)]= 7.29 The initial area total distance of 370.00 (Ft.) entered leaves a 26 • • • • • --.. -- ---.. -.. .. .. • .. ---- -.. -.. - -.. -.. .. • 1111 • -• -• -• -• -.. • -• -- • - • - • • -- • ----.. -.. -- remaining distance of 270.00 (Ft.} Using Figure 3-4, the travel time for this distance is 1.68 minutes for a distance of 270.00 (Ft.) and a slope of 6.35 % with an elevation difference of 17.15(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.681 Minutes Tt~[(ll.9*0.0511"3)/( 17.15)]".385~ 1.68 Total initial area Ti= 7.29 minutes from 1.68 minutes from the Figure 3-4 formula Rainfall intensity (I) ~ 4.879(In/Hr) Effective runoff coefficient used for area Subarea runoff~ l.793(CFS1 Figure 3-3 formula plus 8.97 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.350 Total initial stream area= l.050(Ac.) End of computations, total study area= 1.050 (Ac. I 27 .. -.. - • -• -• -.. - • --• ---------------------- SECTION 2 100 Year Proposed Hydrology -Basin A 28 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/11/17 POINSETTIA PROPOSED 100 YEAR HYDROLOGY BASIN Al& A2 JN 141018 CALCS BY NF ********* Hydrology Study Control Information ********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) ~ 2.700 24 hour precipitation(inches) ~ 4.700 P6/P24 ~ 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 325.000(Ft.) Highest elevation~ 312.000(Ft.) Lowest elevation~ 279.000(Ft.) Elevation difference 33.000(Ft.) Slope~ 10.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.15 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 29 6.23 minutes • • • • • • -•. -.. - -... -.. -.. -• -.. -.. -• -.. -• • -.. -· - .. .. -.. -.. -.. -• -------.. -------------.. ---- TC -[1.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3) J TC -[l.8*(1.1-0.3500)*( 100.000'.5)/( 10.154'(1/3)]-6.23 The initial area total distance of 325.00 (Ft.) entered leaves a remaining distance of 225.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.22 minutes for a distance of 225.00 (Ft.) and a slope of 10.15 % with an elevation difference of 22.85(Ft.) from the end of the top area Tt -[ll.9*length(Mi)'3)/(elevation change(Ft.)) J'.385 *60(min/hr) 1.220 Minutes Tt-[(ll.9*0.0426'3)/( 22.85)]'.385-1.22 Total initial area Ti= 6.23 minutes from Figure 3-3 formula plus 1.22 minutes from the Figure 3-4 formula Rainfall intensity (I) -5.499(In/Hr) Effective runoff coefficient used for area 7.45 minutes for a 100.0 year storm (Q-KCIA) is C -0.350 Subarea runoff -0.808(CFS) Total initial stream area= 0.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 40.000 **** IMPROVED CHANNEL TRAVEL TIME**** 2 7 9. 0 0 0 I Ft. I 252.400(Ft.) Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width 2 0 5. 0 0 0 I Ft. I 1.000 (Ft. I Slope or 'Z' of left channel bank= 1.000 Slope or 'Z' of right channel bank -1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel l.OOO(Ft.) Flow(q) thru subarea -2.292(CFS) Depth of flow -0.192(Ft. ), Average velocity Channel flow top width -l.384(Ft.) Flow Velocity -10.00(Ft/s) Travel time 0.34 min. Time of concentration= 7.80 min. Critical depth -0.465(Ft.) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value -0.350 5.342(In/Hr) 0.000 0.000 0.000 1.000 for a 2.292(CFS) 10.004 (Ft/s) 100.0 year storm Rainfall intensity -5.342(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.350 CA -0.697 Subarea runoff= Total runoff= Depth of flow - 2.912(CFS) for l.570(Ac.) 3.72l(CFS) Total area -1. 990 (Ac. I 0.255(Ft.), Average velocity -11. 625 (Ft/s) 30 Critical depth 0.609(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 270.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation -239.240(Ft.) Downstream point/station elevation 233.540(Ft.) Pipe length 95.00(Ft.) Slope 0.0600 Manning's N 0. 013 No. of pipes - 1 Required pipe flow 3.721(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 3.72l(CFS) Normal flow depth in pipe -6.79(In.) Flow top width inside pipe -7.75(In.) Critical depth could not be calculated. Pipe flow velocity -10.40(Ft/s) Travel time through pipe 0.15 min. Time of concentration (TC) = 7.95 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 270.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area -l.990(Ac.) Runoff from this stream 3.721(CFS) Time of concentration= Rainfall intensity= 7.95 min. 5. 276 ( In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 50.000 to Point/Station 60.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL ( 7. 3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 90.000(Ft.) Highest elevation -251.200(Ft.) Lowest elevation -250.300(Ft.) Elevation difference 0.900(Ft.) Slope -1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 7.3 DU/A or Less 31 1.00 %, in a development type of • • • • - • -.. -.. -.. -... -... -.. ---• -.. • -• • .. -.. • -.. -- .. ----------------------... ---------... ---- In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [l,8*(1.l-C)*distance(Ft.)".5)/(% TC= [l.8*(1.1-0.5700)*( 65.000".5)/( 7.69 minutes slope' ( 1/3) J 1.000" (1/3) ]= 7. 69 The initial area total distance of 90.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.55 minutes for a distance of 25.00 (Ft.) and a slope of 1.00 % with an elevation difference of 0.25(Ft.) from the end of the top area Tt = [ll.9*length(Mi) "3)/(elevation change(Ft.)) J'.385 *60(min/hr) 0.548 Minutes Tt=[(ll.9*0.0047"3)/( 0.25)]".385= 0.55 Total initial area Ti 7.69 minutes from Figure 3-3 formula plus 0.55 minutes from the Figure 3-4 formula 8.24 minutes Rainfall intensity (I) = 5.154(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff= 0.264 (CFS) Total initial stream area= 0.090 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 60.000 to Point/Station 70.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow= 0.198(Ft.), Average velocity= ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 1 X1 coordinate 0.00 10.50 11. 83 12. 00 1 Y1 coordinate 0.33 0.12 0.00 0.50 Manning's 1 N1 friction factor 0.015 Sub-Channel flow 0.908(CFS) flow top width= 5.278(Ft.) velocity= 2.669(Ft/s) area= 0.340(Sg.Ft) Froude number= 1.852 Upstream point elevation= Downstream point elevation Flow length= 182.000(Ft.) Travel time 1.14 min. 2 5 0. 3 0 0 ( Ft. I 245.000(Ft.) Time of concentration= 9.38 min. Depth of flow= 0.198(Ft.) Average velocity= 2.668(Ft/s) Total irregular channel flow= 0.908(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.668(Ft/s) Adding area flow to channel Rainfall intensity (I) = 4.742(In/Hr) for a 32 0.908(CFS) 2.668(Ft/s) 0.198(Ft.) 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL ( 7. 3 DU/A or Less ) Impervious value, Ai -0.400 Sub-Area C Value -0.570 Rainfall intensity -4.742(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.314 1. 222 (CFS) for 0.460(Ac.) Subarea runoff= Total runoff= Depth of flow - l.487(CFS) Total area= 0.225(Ft.), Average velocity - 0. 550 (Ac.) 2.969(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 100.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 24.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -12.00(In.) 242.200(Ft.) 242. 080 (Ft.) 0.0050 Manning's N 1.487 (CFS) Calculated individual pipe flow l.487(CFS) Normal flow depth in pipe -6.63(In.) Flow top width inside pipe -ll.93(In.) Critical Depth -6.20(In.) Pipe flow velocity -3.34(Ft/s) Travel time through pipe -0.12 min. Time of concentration (TC) = 9.50 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 70.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area -0.550(Ac.) Runoff from this stream l.487(CFS) Time of concentration Rainfall intensity= 9.50 min. 4.703(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 80.000 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 [MEDIUM DENSITY RESIDENTIAL 33 • I • • • • • • --... -.. .. .. - .. .. •. - • -• .. • .. • .. • .. ... .. -.. --.. --------------- • --------.. -.. -----... (7.3 DU/A or Less Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 Initial subarea total flow distance 65.000(Ft.) Highest elevation~ 255.000(Ft.) Lowest elevation~ 253.700(Ft.) Elevation difference l.300(Ft.) Slope~ 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 6.77 minutes TC~ [l.8*(1.l-C)*distance(Ft.)A.5)/1% slopeA(l/3)] TC~ [l.8*(1.1-0.5700)*( 80.000A.5)/( 2.000A(l/3)]~ 6.77 Rainfall intensity (I) ~ 5.849(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q~KCIA) is C ~ 0.570 Subarea runoff -O.lOO(CFS) Total initial stream area= 0.030 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 100.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.178(Ft.), Average velocity~ ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 10.50 11. 83 12.00 'Y' coordinate 0.33 0.12 0.00 0.50 Manning's 1 N' friction factor 0.015 Sub-Channel flow 0.750(CFS) flow top width~ 4.313(Ft.) velocity~ 3.019(Ft/s) area -0.248(Sq.Ft) Froude number~ 2.217 Upstream point elevation= Downstream point elevation Flow length -200.000(Ft.) Travel time 1.10 min. 253.700(Ft.) 245.000 (Ft.) Time of concentration= 7.88 min. Depth of flow~ 0.178(Ft.) Average velocity -3.019(Ft/s) Total irregular channel flow -0.750(CFS) Irregular channel normal depth above invert elev. Average velocity of channel ls) 3.019(Ft/s) Adding area flow to channel 34 0.750(CFS) 3.019{Ft/s) 0.178(Ft.) Rainfall intensity (I) -5.306(In/Hr) for a Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai= 0.400 Sub-Area C Value -0.570 0.000 0.000 1. 000 100.0 year storm Rainfall intensity -5,306(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.251 Subarea runoff -1.231(CFS) for 0.410(Ac.) Total runoff -1.331(CFS) Total area - Depth of flow -0.207(Ft.), Average velocity - 0.440(Ac.) 3.389(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 90.000 to Point/Station 100.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area -0.440(Ac.) Runoff from this stream 1.331(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.88 min. 5.306(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr) 1 1. 487 9.50 4.703 2 1. 331 7.88 5.306 Qmax(l) 1.000 * 1. 000 * 1.487) + 0.886 * 1.000 * 1.331) + 2.666 Qmax(2) 1.000 * 0.829 * 1.487) + 1.000 * 1.000 * 1.331) + 2. 564 Total of 2 streams to confluence: Flow rates before confluence point: 1.487 1.331 Maximum flow rates at confluence using above data: 2.666 2.564 Area of streams before confluence: 0.550 0.440 Results of confluence: Total flow rate= 2. 666 (CFS) Time of concentration 9.496 min. Effective stream area after confluence 35 0.990(Ac.) • • • • • .. • .. • ----... - ---------.. -• ---... - - -- • ... .. --• • -• ----------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 116.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -12.00(In.) 2 4 2 • 0 8 0 I Ft. I 241.300(Ft.) 0.0067 Manning's N 2.666(CFS) Calculated individual pipe flow 2.666(CFS) Normal flow depth in pipe -9.00(In.) Flow top width inside pipe -10.39(In.) Critical Depth -8.40(In.) Pipe flow velocity -4.22(Ft/s) Travel time through pipe -0.46 min. Time of concentration (TC) = 9.95 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 100.000 to Point/Station 100.100 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area -0.990(Ac.) Runoff from this stream 2.666(CFS) Time of concentration Rainfall intensity= 9.95 min. 4.563(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less ) Impervious value, Ai -0. 400 Sub-Area C Value -0.570 Initial subarea total flow distance 145.000(Ft.) Highest elevation -303.500(Ft.) Lowest elevation -267.700(Ft.) Elevation difference 35.SOO(Ft.) Slope -24.690 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 24.69 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC -[l.8*(1.l-C)*distance(Ft.)'.5)/(% TC -[1.8*(1.1-0.5700)*( 100.000'.5)/( 3.28 minutes slope'(l/31] 24.690' (1/3) ]-3.28 The initial area total distance of 145.00 (Ft.) entered leaves a 36 remaining distance of 45.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.25 minutes for a distance of 45.00 (Ft.) and a slope of 24.69 % with an elevation difference of 11.ll(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)A3)/(elevation change(Ft.) )]A.385 *60(min/hr) 0.251 Minutes Tt~[ (11. 9*0.0085A3) I ( 11.11) J A.385~ 0.25 Total initial area Ti= 3.28 minutes from Figure 3-3 formula plus 0.25 minutes from the Figure 3-4 formula~ 3.53 minutes Calculated TC of 3.527 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 ~ 0.570 Subarea runoff~ 0.811 (CFS) Total initial stream area= 0.200 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width 267.700(Ft.) 241. 300 (Ft.) 230.000 (Ft.) 1. 000 (Ft.) Slope or 'Z' of left channel bank~ 1.000 Slope or 'Z' of right channel bank~ 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel l.OOO(Ft.) Flow(q) thru subarea ~ l.135(CFS) Depth of flow~ 0.13l(Ft.), Average velocity Channel flow top width~ l.263(Ft.) Flow Velocity~ 7.63(Ft/s) Travel time 0.50 min. Time of concentration= 4.03 min. Critical depth~ 0.309(Ft.) Adding area flow to channel l.135(CFS) 7. 632 (Ft/s) Calculated TC of 4.029 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II -7.114(In/Hr) for a 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 0.000 1. 000 Rainfall intensity~ 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C -0.570 CA -0.205 Subarea runoff 0.649(CFS) for 0.160(Ac.) Total runoff -l.460(CFS) Total area~ 0.360(Ac.) 37 • • • ----... ---- ----- .. -----.. -.. -.. -.. -.. - -----------------------• ------• ------- Depth of flow - Critical depth - 0.153(Ft.), Average velocity 0.355(Ft.) 8 . 2 9 6 I Ft/ s I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 103.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area -0.360(Ac.) Runoff from this stream l,460(CFS) Time of concentration Rainfall intensity= 4.03 min. 7 .114 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 120.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 A B C D 0.000 0.000 0.000 1.000 Initial subarea total flow distance 100.000(Ft.) Highest elevation -245.680(Ft.) Lowest elevation -244.650(Ft.) Elevation difference l.030(Ft.) Slope -1.030 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.03 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.18 minutes TC -[1.8*(1.l-C)*distance(Ft.)',5)/(% slope'(l/3)] TC -[1.8*(1.1-0.8700)*( 60.000'.5)/( 1.030'(1/3)]-3.18 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.78 minutes for a distance of 40.00 (Ft.) and a slope of 1.03 % with an elevation difference of 0.4l(Ft.) from the end of the top area Tt -[11.9*length(Mi)'3)/(elevation change(Ft.) I ]'.385 *60(min/hr) 0.778 Minutes Tt-[(ll.9*0.0076'3)/( 0.41)]'.385-0.78 Total initial area Ti 3.18 minutes from Figure 3-3 formula plus 0.78 minutes from the Figure 3-4 formula -3.95 minutes Calculated TC of 3.954 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 -0.68l(CFS) 38 Total initial stream area O.llO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 120.000 to Point/Station 130. 000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.235(Ft.), Average velocity~ ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X 1 coordinate 0.00 10.50 11. 83 12.00 'Y' coordinate 0.33 0.12 0.00 0.50 Manning 1 s 1 N 1 friction factor 0.015 Sub-Channel flow l.114(CFS) flow top width~ 7.176(Ft.) velocity~ 1.937(Ft/s) area~ 0.575(Sq.Ft) Froude number~ 1.206 Upstream point elevation= Downstream point elevation Flow length~ 126.000(Ft.) Travel time 1.08 min. 244. 650 (Ft. I 2 4 3. 210 I Ft. I Time of concentration= 5.04 min. Depth of flow~ 0.235(Ft.) Average velocity l.937(Ft/s) Total irregular channel flow~ 1.114(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 1.937(Ft/s) Adding area flow to channel Rainfall intensity (II ~ Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 A B C D 7.079(In/Hr) for a 0.000 0.000 0.000 1.000 l.114(CFS) l.937(Ft/s) 0.235 (Ft. I 100.0 year storm Rainfall intensity~ 7.079(In/Hrl for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.870 CA~ 0.218 Subarea runoff= Total runoff~ Depth of flow~ 0.859(CFS) for 0.140(Ac.) 1.540(CFS) Total area~ 0.256(Ft.), Average velocity~ 0.250(Ac.) 2 .088 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 39 • - • .. -------.. ---.. ---.. -• ---.. -.. - - - .. -.. .. ----------------------- • ------------- Process from Point/Station 130.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 33.50(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 341.460 (Ft.) 341.300(Ft.) 0.0048 Manning's N l.540(CFS) Calculated individual pipe flow l.540(CFS) Normal flow depth in pipe~ 5.63(In.) Flow top width inside pipe~ 16.69(In.) Critical Depth~ 5.58(In.) Pipe flow velocity~ 3.26(Ft/s) Travel time through pipe= 0.17 min. Time of concentration (TC) = 5.21 min. 130.100 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/Station 130.100 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 3 Stream flow area~ 0.250(Ac.) Runoff from this stream l.540(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.21 min. 6.928(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 2.666 9. 95 2 1. 4 60 4.03 3 1. 540 5.21 Qmax(l) 1.000 * 1.000 * 2.666) 0.641 * 1. 000 * 1. 4 60) 0.659 * 1. 000 * 1. 540) Qmax(2) 1.000 * 0.405 * 2.666) 1.000 * 1. 000 * 1. 4 60) 1.000 * 0. 774 * 1.540) Qmax(3) 1.000 * 0.523 * 2. 666) 0.974 * 1. 000 * 1. 4 60) 1. 000 * 1. 000 * 1.540) Total of 3 streams to confluence: Flow rates before confluence point: 2.666 1.460 1.540 Rainfall Intensity (In/Hr) 4.563 7.114 6.928 + + + 4. 616 + + + 3.730 + + + 4.357 Maximum flow rates at confluence using above data: 4.616 3.730 4.357 Area of streams before confluence: 40 0.990 0.360 0.250 Results of confluence: Total flow rate -4.616(CFS) Time of concentration 9.955 min. Effective stream area after confluence 1.600 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 140.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (I) - Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL 4 .563 (In/Hr) for a 100.0 year storm (7.3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value -0.570 A 0.000 B 0.000 C 0.000 D 1. 000 Time of concentration= 9.95 min. Rainfall intensity -4.563(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.611 CA -1.124 Subarea runoff 0.Sll(CFS) for 0.240(Ac.) Total runoff -5.127(CFS) Total area -1.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 270.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 130.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size= 18.00(In.} 2 3 6. 5 5 0 I Ft. ) 233.540(Ft.) 0.0232 Manning's N 5.127(CFS) Calculated individual pipe flow 5.127(CFS) Normal flow depth in pipe -7.0l(In.) Flow top width inside pipe -17.55(In.) Critical Depth -10.45(In.) Pipe flow velocity -8.05(Ft/s) Travel time through pipe= 0.27 min. Time of concentration (TC} = 10.22 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 270.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 1.840(Ac.) Runoff from this stream -5.127(CFS) 41 • • ---------------------.. - ---.. -.. - -• ---.. -------------------- • ------------- Time of concentration= Rainfall intensity - 10.22 min . 4.485(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 150.000 to Point/Station 160.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 85.600(Ft.) Highest elevation -247.800(Ft.) Lowest elevation -246.200(Ft.) Elevation difference 1.600(Ft.) Slope -1.869 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.87 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 6.93 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC -[1.8*(1.1-0.5700)*( 80.000A.5)/( 1.869A(l/3)]-6.93 The initial area total distance of 85.60 (Ft.) entered leaves a remaining distance of 5.60 (Ft. I Using Figure 3-4, the travel time for this distance is 0.14 minutes for a distance of 5.60 (Ft.) and a slope of 1.87 % with an elevation difference of O.lO(Ft.) from the end of the top area Tt -[11.9*length(Mi) A3)/(elevation change(Ft.) I ]A.385 *60(min/hr) 0.136 Minutes Tt-[ (11.9*0.0011A3) I I 0.10)] A.385-0.14 Total initial area Ti 6.93 minutes from Figure 3-3 formula plus 0.14 minutes from the Figure 3-4 formula Rainfall intensity (I) -5.693(In/Hr) Effective runoff coefficient used for area 7.06 minutes for a 100.0 year storm (Q-KCIA) is C -0.570 Subarea runoff -0.324(CFS) Total initial stream area= O.lOO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 170.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.261(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : 42 1.965 (CFS) 2.534 (Ft/s) Point number 1 'X' coordinate 0.00 10.50 11. 83 12.00 'Y' coordinate 0.33 2 0.12 3 0.00 4 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow l.965(CFS) flow top width -8.467(Ft.) velocity-2.534(Ft/s) area -0. 776(Sq.Ft) Froude number= 1.475 Upstream point elevation= Downstream point elevation Flow length -196.000(Ft.) Travel time 1.29 min. 246.200(Ft.) 243.000(Ft.) Time of concentration= 8.35 min. Depth of flow -0.26l(Ft.1 Average velocity -2.534(Ft/s) Total irregular channel flow= l.965(CFS) Irregular channel normal depth above invert elev. Average velocity of channel ls) 2.534 (Ft/s) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai= 0.400 Sub-Area C Value -0.570 5.109(In/Hr) 0.000 0.000 0.000 1. 000 for a 0.261 (Ft. I 100.0 year storm Rainfall intensity= 5.109 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.695 3.229(CFS) for l.120(Ac.) Subarea runoff= Total runoff= Depth of flow - 3.553(CFS) Total area - 0.307(Ft.), Average velocity - 1.220 (Ac. I 2.917(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 200.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 34.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -12.00(In.) 241. 700 (Ft.) 241.100 (Ft. I 0.0176 Manning's N 3.553(CFS) Calculated individual pipe flow 3.553(CFS) Normal flow depth in pipe -7.76(In.) Flow top width inside pipe -ll.47(In.) Critical Depth -9.66(In.) 43 0. 013 • • • .. ---- ------.. -.. ---.. - -.. -.. -.. - -.. -.. • ----------• --------------------------- Pipe flow velocity -6. 61 (Ft/s) Travel time through pipe Time of concentration (TC) = 0.09 min. 8.44 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 200.100 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 1 Stream flow area -1.220(Ac.) Runoff from this stream 3.553(CFS) Time of concentration Rainfall intensity= 8.44 min . 5.076(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 200.300 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL (7. 3 DU/A or Less ) Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 105.000(Ft.) Highest elevation -246.000(Ft.) Lowest elevation -244.330(Ft.) Elevation difference 1.670(Ft.) Slope -1.590 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 1.59 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 7.31 minutes TC -[l.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] TC -[1.8*(1.1-0.5700)*( 80.000'.5)/( 1.590'(1/3)]-7.31 The initial area total distance of 105.00 {Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.46 minutes for a distance of 25.00 (Ft.) and a slope of 1.59 % with an elevation difference of 0.40(Ft.) from the end of the top area Tt -[ll.9*length(Mi)'3)/(elevation change(Ft.)) ]'.385 *60(min/hr) 0.459 Minutes Tt=[(ll.9*0.0047'3)/( 0.40)]".385-0.46 Total initial area Ti 7.31 minutes from 0.46 minutes from the Figure 3-4 formula Rainfall intensity (I) -5.353(In/Hr) Effective runoff coefficient used for area Subarea runoff -0.214(CFS) Figure 3-3 formula plus 7.77 minutes for a 100.0 year storm (Q-KCIA) is C -0.570 Total initial stream area= 0. 070 (Ac.) 44 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.300 to Point/Station 200.100 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.172(Ft.), Average velocity - ******* Irregular Channel Data*********** 0.366(CFS) 1. 6 4 6 I Ft Is) ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 10.50 11. 83 12.00 Manning's 'N' friction factor 'Y' coordinate 0.33 0.12 0.00 0.50 0.015 ----------------------------------------------------------------- Sub-Channel flow 0.366(CFS) flow top width -3.999(Ft.) velocity-1.646(Ft/s) area -0.222(Sq.Ft) Froude number= 1.230 Upstream point elevation= Downstream point elevation Flow length -98.000(Ft.) Travel time 0.99 min. 244. 330 (Ft.) 243.000(Ft.) Time of concentration= 8.76 min. Depth of flow -0.172(Ft.) Average velocity -1.646(Ft/s) Total irregular channel flow -0.366(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) l.646(Ft/s) Adding area flow to channel Rainfall intensity (I) -4.954 (In/Hr) for a Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group (MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value -0.570 A B C 0.000 0.000 0.000 D 1. 000 0.172(Ft.) 100.0 year storm Rainfall intensity -4.954 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.097 Subarea runoff= Total runoff= Depth of flow - 0.266(CFS) for O.lOO(Ac.) 0.480(CFS) Total area -0 .170 (Ac.) 0.185(Ft.), Average velocity -1. 7 3 0 I Ft/ s I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.300 to Point/Station 200.100 45 • • -------------.. -.. ---- .. - -- .. --.. .. -• .. --• • • • - • • ---------------------------.. **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area~ 0.170(Ac.) Runoff from this stream 0.480(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 8.76 min. 4.954 (In/Hr) Stream No . Flow rate (CFS) TC (min) 1 3.553 8.44 2 0.480 8.76 Qmax(l) 1. 000 * 1. 000 * 3.553) 1.000 * 0. 963 * 0.480) Qmax(2) 0.976 * 1.000 * 3. 553 I 1.000 * 1. 000 * 0.480) Total of 2 streams to confluence: Flow rates before confluence point: 3.553 0.480 Rainfall Intensity I In/Hr) 5.076 4.954 + + 4.015 + + 3. 948 Maximum flow rates at confluence using above data: 4.015 3.948 Area of streams before confluence: 1.220 0.170 Results of confluence: Total flow rate~ 4.015(CFS) Time of concentration 8.438 min. Effective stream area after confluence 1.390 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.100 to Point/Station 230.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 22.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size~ 12.00(In. I 240. 900 (Ft. I 2 3 9. 8 0 0 I Ft. I 0.0500 Manning's N 4.015(CFS) Calculated individual pipe flow 4.015(CFS) Normal flow depth in pipe~ 6.03(In.) Flow top width inside pipe~ 12.00(In.) Critical Depth~ 10.19(In.) Pipe flow velocity -10.16(Ft/s) Travel time through pipe~ 0.04 min. Time of concentration (TC) = 8.47 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 46 Process from Point/Station 200.100 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area -1.390(Ac.) Runoff from this stream 4.015(CFS) Time of concentration Rainfall intensity= 8.47 min. 5.062(In/Hr) 230.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 211.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 (MEDIUM DENSITY RESIDENTIAL I 7. 3 OU/A or Less ) Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 77.000(Ft.) Highest elevation -246.000(Ft.) Lowest elevation -245.300(Ft.) Elevation difference 0.700(Ft.) Slope -0.909 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 0.91 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC -[l.8*(1.l-C)*distance(Ft.)".5)/(% TC -[1.8*(1.1-0.5700)*( 65.000".5)/( 7.94 minutes slope" I 1/3 I] 0.909"(1/3)]-7. 94 The initial area total distance of 77.00 (Ft.) entered leaves a remaining distance of 12.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.32 minutes for a distance of 12.00 (Ft.) and a slope of 0.91 % with an elevation difference of O.ll(Ft.) from the end of the top area Tt -[ll.9*length(Mi)"3)/(elevation change(Ft.) I ]".385 *60(min/hr) 0.323 Minutes Tt-[(ll.9*0.0023"3)/( O.ll)J".385-0.32 Total initial area Ti 7.94 minutes from 0.32 minutes from the Figure 3-4 formula Rainfall intensity (II -5.145(In/Hr) Effective runoff coefficient used for area Subarea runoff -0.235(CFS) Figure 3-3 formula plus 8.26 minutes for a 100.0 year storm (Q-KCIA) is C -0.570 Total initial stream area= 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 211.000 to Point/Station 220.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** 47 -------.. ---.. --.. -----.. -.. -.. -----.. - .. -• .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. Estimated mean flow rate at midpoint of channel= Depth of flow -0.184(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 'X' coordinate 0.00 10.50 11.83 12.00 1 Y' coordinate 0.33 2 0.12 3 0.00 4 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 0.572(CFS) flow top width -4.594(Ft.) velocity-2.093(Ft/s) area -0.273(Sq.Ft) Froude number -1.512 Upstream point elevation= Downstream point elevation Flow length -30.000(Ft.) Travel time 0.24 min . 245.300(Ft.) 244.700(Ft.) Time of concentration= 8.50 min. Depth of flow -0.184(Ft.) Average velocity -2.093(Ft/s) Total irregular channel flow= 0.572(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.093(Ft/s) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value -0.570 5.05l(In/Hr) 0.000 0.000 0.000 1.000 for a 0.572(CFS) 2.093(Ft/s) 0.184 (Ft.) 100.0 year storm Rainfall intensity -5.05l(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.177 Subarea runoff -0.658(CFS) for 0.230(Ac.) Total runoff -0.893(CFS) Total area - Depth of flow -0.207(Ft.), Average velocity - 0.310(Ac.) 2.293(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 220.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 23.00(Ft.) Slope No. of pipes= 1 Required pipe flow 48 239.910(Ft.) 239.800(Ft.) 0.0048 Manning's N 0.893(CFS) 0.013 Given pipe size~ 12.00(In.) Calculated individual pipe flow Normal flow depth in pipe~ Flow top width inside pipe~ Critical Depth~ 4.74(In.) 0.893 (CFS) 4.99(In.) 11.83 (In. I Pipe flow velocity~ 2.89(Ft/s) Travel time through pipe~ 0.13 min. Time of concentration (TC) = 8.63 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 220.100 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 2 Stream flow area~ 0.310(Ac.) Runoff from this stream 0.893(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 8.63 min. 5.00l(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr) 1 4.015 8.47 5.062 2 0.893 8.63 5.001 Qmax(l) 1. 000 * 1.000 * 4.015) + 1.000 * 0.981 * 0.893) + 4.891 Qmax(2) 0.988 * 1.000 * 4.015) + 1.000 * 1. 000 * 0.893) + 4. 8 60 Total of 2 streams to confluence: Flow rates before confluence point: 4.015 0.893 Maximum flow rates at confluence using above data: 4.891 4.860 Area of streams before confluence: 1. 390 0.310 Results of confluence: Total flow rate~ 4.89l(CFS) Time of concentration 8.474 min. Effective stream area after confluence 1. 700 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 220.000 to Point/Station 220.100 **** SUBAREA FLOW ADDITION**** Rainfall intensity (II ~ Decimal fraction soil group A Decimal fraction soil group B 5.062(In/Hr) 0.000 0.000 49 for a 100.0 year storm • ------ -----------.. ---- ------.. -.. -• .. - -------------• -------------- • --------- Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL ( 7. 3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Time of concentration -8.47 min. Rainfall intensity -5.062(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA~ 1.066 Subarea runoff 0.504(CFS) for 0.170(Ac.) Total runoff -5.395(CFS) Total area -1.870(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 231.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 106. 00 (Ft. I Slope No. of pipes - 1 Required pipe flow Given pipe size -12.00(In.) 239.800 (Ft. I 239.300(Ft.) 0.0047 Manning's N 5.395(CFS) 0.013 NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 3.029(Ft.) at the headworks or inlet selected pipe size. the pipe invert is of the pipe(s) Pipe friction loss -2.430(Ft.) Minor friction loss -l.099(Ft.) K-factor -1. 50 Pipe flow velocity -6.87(Ft/s) Travel time through pipe 0.26 min, Time of concentration (TC) = 8.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 230.000 to Point/Station 231.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area -l,870(Ac.) Runoff from this stream 5.395(CFS) Time of concentration Rainfall intensity= 8.73 min. 4. 965 I In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 240.000 **** 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 50 Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 Initial subarea total flow distance 65.000(Ft.) Highest elevation~ 245.680(Ft.) Lowest elevation~ 244.700(Ft.) Elevation difference 0.980(Ft.) Slope~ 1.508 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of General Industrial In Accordance With Table 3-2 1.51 %, in a development type of Initial Area Time of Concentration 2.70 minutes (for slope value of 2.00 %) Calculated TC of 2.700 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 240.000 to Point/Station 260.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.235(Ft.), Average velocity~ ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 2 3 'X' coordinate 0.00 10.50 11. 83 4 12.00 'Y' coordinate 0.33 0.12 0.00 0.50 Manning 1 s 'N' friction factor 0.015 Sub-Channel flow 0.990(CFS) flow top width~ 7.148(Ft.) velocity~ l.734(Ft/s) area~ 0.57l(Sq.Ft) Froude number= 1.081 Upstream point elevation= Downstream point elevation Flow length~ 162.000(Ft.) Travel time 1.56 min. 244.700(Ft.) 243.210(Ft.) Time of concentration= 4.26 min. Depth of flow~ 0.235(Ft.) Average velocity~ 1.734 (Ft/s) Total irregular channel flow~ 0.990(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 1.734(Ft/s) Adding area flow to channel 51 0.990(CFS) 1. 7 3 4 I Ft Is) 0. 235 I Ft.) • - • .. -------.. -.. ---.. -----.. -----------.. • ----.. -.. -.. • -------------------------... -- Calculated TC of 4.257 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 Decimal fraction soil group A 0.000 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 B 0.000 C 0.000 D 1. 000 Rainfall intensity -7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.870 CA -0.226 l.238(CFS) for 0.200(Ac.) Subarea runoff= Total runoff= Depth of flow - l.609(CFS) Total area -0.260(Ac.) 0.267(Ft.), Average velocity -1. 941 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.000 to Point/Station 270.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 20.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -18.00(In.) 239.400 (Ft.) 239.300(Ft.) 0.0050 Manning's N l.609(CFS) Calculated individual pipe flow l.609(CFS) Normal flow depth in pipe -5.69(In.) Flow top width inside pipe -16.74(In.) Critical Depth -5. 7l(In. I Pipe flow velocity -3.36(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 4.36 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 260.000 to Point/Station 270.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 2 Stream flow area -0.260(Ac.) Runoff from this stream l.609(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream No. Flow rate (CFS) 4.36 min. 7.114(In/Hr) TC (min) 1 2 5.395 1. 609 8.73 4.36 52 Rainfall Intensity (In/Hr) 4.965 7 .114 Qmax ( 1 I 1.000 * 1. 000 * 5.395) + 0.698 * 1.000 * 1.609) + 6.519 Qmax(2) 1. 000 * 0.499 * 5.395) + 1. 000 * 1. 000 * 1. 609) + 4. 301 Total of 2 streams to confluence: Flow rates before confluence point: 5.395 1.609 Maximum flow rates at confluence using above data: 6.519 4.301 Area of streams before confluence: 1.870 0.260 Results of confluence: Total flow rate~ 6.519(CFS) Time of concentration 8.732 min. Effective stream area after confluence 2.130(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 270.000 **** SUBAREA FLOW ADDITION**** Rainfall intensity (II ~ Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 A B C D 4. 965 (In/Hr) 0.000 0.000 0.000 1. 000 Time of concentration= 8.73 min. for a 100.0 year storm Rainfall intensity~ 4.965(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.605 CA~ 1.332 Subarea runoff 0.095(CFS) for 0.070(Ac.) Total runoff~ 6.614(CFS) Total area~ 2.200(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 270.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 61.00(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size -18.00(In.) 234. 750 (Ft. I 233.540(Ft.) 0.0198 Manning's N 6.614(CFS) Calculated individual pipe flow 6.614 (CFS) Normal flow depth in pipe~ 8.44 (In.) Flow top width inside pipe -17.96(In.) Critical Depth~ ll.94(In.) 53 0. 013 ---... --------- ---.. ---.. -.. -.. ---.. -.. - -.. -• -- • .. • .. • .. • Ill -• • • • --- • --• -• • • -- • -.. -• ---- Pipe flow velocity~ 8. 14 I Ft Is) Travel time through pipe 0.12 min. Time of concentration (TC) ~ 8.86 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 270.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area~ 2.200(Ac.) Runoff from this stream 6.614(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 8 . 8 6 min. 4.920(In/Hr) Stream No . Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr) 1 3.721 7.95 5.276 2 5.127 10.22 4.485 3 6.614 8.86 4.920 Qmax(l) 1.000 * 1. 000 * 3.721) + 1.000 * 0. 777 * 5.127) + 1.000 * 0.897 * 6.614) + 13.641 Qmax(2) 0.850 * 1.000 * 3. 721) + 1. 000 * 1. 000 * 5 .127) + 0.912 * 1. 000 * 6.614) + 14.319 Qmax I 3) 0.933 * 1. 000 * 3.721) + 1.000 * 0.866 * 5.127) + 1. 000 * 1.000 * 6.614) + 14.525 Total of 3 main streams to confluence: Flow rates before confluence point: 3. 721 5 .127 6. 614 Maximum flow rates at confluence using above data: 13.641 14.319 14.525 Area of streams before confluence: 1.990 1.840 2.200 Results of confluence: Total flow rate~ 14.525(CFS) Time of concentration 8.856 min . Effective stream area after confluence 6.030(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.100 to Point/Station 330.000 54 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 147.00(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 233.210 (Ft. I 231.000 (Ft. I 0.0150 Manning's N 14.525(CFS) 0. 013 NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2 .173 (Ft. I at the headworks or inlet selected pipe size. the pipe invert is of the pipe(s) Pipe friction loss~ 2.810(Ft.) Minor friction loss~ 1.574(Ft.) K-factor~ 1. 50 Pipe flow velocity~ 8.22(Ft/s) Travel time through pipe 0.30 min. Time of concentration (TC) = 9.15 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.100 to Point/Station 330.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area~ 6.030(Ac.) Runoff from this stream 14.525(CFS) Time of concentration= Rainfall intensity= 9. 15 min. 4.816(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 280.000 to Point/Station 290.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [ INDUSTRIAL area type (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 A 0.000 B 0.000 C 0.000 D 1. 000 Initial subarea total flow distance Highest elevation~ 248.000(Ft.) Lowest elevation~ 244.700(Ft.) 55.000(Ft.) Elevation difference 3.300(Ft.) Slope~ 6.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 6.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC [1.8*(1.1-C)*distance(Ft.)".5)/1% TC~ [1.8*(1.1-0.8700)*( 90.000".5)/( 55 2.16 minutes slope" (1/3)] 6.000"(1/3) ]~ 2.16 • .. • ---------- -----.. -.. -------.. -.. - ---.. ---.. - • .. ---------------- • .. -----.. ------ Calculated TC of 2.161 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= l.114(CFS) Total initial stream area= 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 290.000 to Point/Station 300.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.326(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 20.00 21.33 22.00 'Y' coordinate 0.52 0.12 0.00 0.50 Manning's 1 N1 friction factor 0.015 Sub-Channel flow 3.775(CFS) flow top width -12.059(Ft.) velocity-2.544 (Ft/s) area -l.484(Sq.Ft) Froude number -1.278 Upstream point elevation= Downstream point elevation Flow length -330.000(Ft.) Travel time 2.16 min. 244. 700 (Ft. I 241.100 (Ft.) Time of concentration= 4.32 min. Depth of flow -0.326(Ft.) Average velocity -2.544(Ft/s) Total irregular channel flow -3.775(CFS) 3.775(CFS) 2. 544 (Ft/s) Irregular channel normal depth above invert elev. 0.326(Ft.) Average velocity of channel(s) 2.544(Ft/s) Adding area flow to channel Calculated TC of 4.324 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) -7.114(ln/Hr) for a 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [ INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 B C D 0.000 0.000 1. 000 Rainfall intensity -7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area 56 (Q-KCIA) is C -0.870 CA -0.905 5.323(CFS) for 0.860(Ac.) Subarea runoff= Total runoff - Depth of flow - 6.437(CFS) Total area -l.040(Ac.) 0.38l(Ft.), Average velocity -2. 8 9 6 I Ft/ s I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 330.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 82.50(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -18.00(In.) 232.500(Ft.) 231. 000 I Ft. I 0.0182 Manning's N 6,437(CFS) Calculated individual pipe flow 6.437(CFS) Normal flow depth in pipe -8.5l(In.) Flow top width inside pipe -17.97(In.) Critical Depth -ll.77(In.) Pipe flow velocity -7.82(Ft/s) Travel time through pipe= 0.18 min. Time of concentration (TC) = 4.50 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.000 to Point/Station 330.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area -l.040(Ac. I Runoff from this stream 6.437(CFS) Time of concentration= Rainfall intensity= 4.50min. 7 .114 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 310.000 to Point/Station 320.000 **** 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 104.300(Ft.) Highest elevation -282.400(Ft.) Lowest elevation -280.500(Ft.) Elevation difference -l.900(Ft.) Slope 1.822 % Top of Initial Area Slope adjusted by User to 0.500 % 57 • • • • • • • • • • ------.. ---.. --- ----- - --- --- • --- • • -• • ----.. ------------------- Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 3.69 minutes TC -[l.8*(1.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC -[l.8*(1.1-0.8700)*( 50.000".5)/( 0.500"(1/3)]-3.69 The initial area total distance of 104.30 (Ft.) entered leaves a remaining distance of 54.30 (Ft.) Using Figure 3-4, the travel time for this distance is 1.30 minutes for a distance of 54.30 (Ft.) and a slope of 0.50 % with an elevation difference of 0.27(Ft.) from the end of the top area Tt -[ll.9*length(Mi)"3)/(elevation change(Ft.)) J".385 *60(min/hr) 1.301 Minutes Tt-[(ll.9*0.0103"3)/( 0.27)]".385-1.30 Total initial area Ti 3.69 minutes from Figure 3-3 formula plus 1.30 minutes from the Figure 3-4 formula= 4.99 minutes Calculated TC of 4.989 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II -7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIAI is C -0.870 Subarea runoff -0.433(CFS) Total initial stream area= 0.070 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 330.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel Depth of flow -0.273(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 'X' coordinate 0.00 20.00 3 21.33 4 22.00 'Y' coordinate 0.52 0.12 0.00 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 3.614(CFS) flow top width -9.348(Ft.) velocity-3.933(Ft/s) area -0.919(Sq.Ft) Froude number -2.211 Upstream point elevation -280.700(Ft.) Downstream point elevation 241.lOO(Ft.) Flow length -1124.000(Ft.) Travel time 4.76 min. Time of concentration= 9.75 min. 58 3.614(CFS) 3.933(Ft/s) Depth of flow -0.273(Ft.) Average velocity 3.933(Ft/s) Total irregular channel flow= Irregular channel normal depth Average velocity of channel(s) 3.614(CFS) above invert elev. 3.933(Ft/s) 0. 273 I Ft.) Adding area flow to channel Rainfall intensity (I) -4.623(In/Hr) for a 0.000 100.0 year storm Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 A B 0.000 C 0.000 D 1. 000 Rainfall intensity -4.623(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.870 CA -1.453 Subarea runoff= Total runoff - Depth of flow - 6.284(CFS) for 1.600(Ac.) 6.717(CFS) Total area - 0.325(Ft.), Average velocity - 1.670(Ac.) 4.560(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 320.000 to Point/Station 330.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area -l.670(Ac.) Runoff from this stream 6.717(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 9.75 min. 4. 623 (In/Hr) Stream Flow rate No. (CFS) TC (min) Rainfall Intensity I In/Hr) 1 14.525 2 6.437 3 6.717 Qmax(l) 1. 000 * 0.677 * 1.000 * Qmax(2) 1. 000 * 1.000 * 1.000 * Qmax(3) 0.960 * 0.650 * 1.000 * 9.15 4.50 9.75 1. 000 * 1.000 * 0.939 * 0.491 * 1.000 * 0.461 * 1. 000 * 1.000 * 1.000 * 4.816 7 .114 4.623 14.525) + 6.437) + 6.717) + 14.525) + 6.437) + 6.717) + 14.525) + 6.437) + 6.717) + 59 25.188 16. 67 4 24.845 .. • • .. .. • • .. -------------------------.. - • .. • - • Ill - Ill -.. -• • • ------- • - • -.. ------------- Total of 3 main streams to confluence: Flow rates before confluence point: 14.525 6.437 6.717 Maximum flow rates at confluence using above data: 25.188 16.674 24.845 Area of streams before confluence: 6.030 1.040 1.670 Results of confluence: Total flow rate~ 25.188(CFS) Time of concentration 9.155 min . Effective stream area after confluence 8.740(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 300.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 25.40(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 230.670(Ft.) 224.500 (Ft.) 0.2429 Manning's N 25.188(CFS) Calculated individual pipe flow 25.188(CFS) Normal flow depth in pipe~ 8.86(In.) Flow top width inside pipe~ 18.00(In.) Critical depth could not be calculated. Pipe flow velocity~ 29.lO(Ft/s) Travel time through pipe 0.01 min. Time of concentration (TC) = 9.17 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 330.000 to Point/Station 300.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 8.740(Ac.) Runoff from this stream 25.188(CFS) Time of concentration= Rainfall intensity= Program is now starting 9.17 min. 4. 811 ( In/Hr) with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 350.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.540 given for subarea Rainfall intensity (I) ~ 3.008(In/Hr) for a 100.0 year storm User specified values are as follows: 60 TC -18.99 min. Rain intensity -3.0l(In/Hr) Total area -17.600(Ac.) Total runoff -18.000(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 300.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 135.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -18.00(In.) 225.500(Ft.) 224 .500 (Ft. I 0.0074 Manning's N 18.000(CFS) 0.013 NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above selected pipe size. 5.379 (Ft. I at the headworks or inlet Pipe friction loss -3.963(Ft.) the pipe invert is of the pipe(s) Minor friction loss 2.417(Ft.) K-factor= 1. 50 Critical depth could not be calculated. Pipe flow velocity -10.19(Ft/s) Travel time through pipe 0.22 min. Time of concentration (TC) = 19.21 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.000 to Point/Station 300.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area -17.600(Ac.) Runoff from this stream 18.000(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 19.21 min. 2.986(In/Hr) Stream No. Flow rate (CFS I TC (min) 1 25.188 9.17 2 18.000 19.21 Qmax(l) 1. 000 * 1. 000 * 25 .188) 1.000 * 0.477 * 18.000) Qmax(21 0.621 * 1.000 * 25.188) 1.000 * 1. 000 * 18.000) Total of 2 main streams to confluence: Flow rates before confluence point: 25.188 18.000 Rainfall Intensity (In/Hr) 4. 811 2.986 + + 33.779 + + 33.632 Maximum flow rates at confluence using above data: 33.779 33.632 61 • • • • • • • • ---.. -.. -------.. -----------.. ---- -----• -- • • -• -- • --- • ------------• ------ Area of streams before confluence: 8.740 17.600 Results of confluence: Total flow rate -33.779(CFS) Time of concentration 9.169 min. Effective stream area after confluence 26.340(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 300.100 to Point/Station 350.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 45.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -24.00(In.) 224. 000 (Ft.) 214 . 410 (Ft. ) 0.2131 Manning's N 33.779(CFS) Calculated individual pipe flow 33.779(CFS) Normal flow depth in pipe -9.39(In.) Flow top width inside pipe -23.42(In.) Critical depth could not be calculated. Pipe flow velocity -29.66(Ft/s) Travel time through pipe 0.03 min. Time of concentration (TC) = 9.19 min . 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.100 to Point/Station 350.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 18.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -24.00(In.) 214 . 0 8 0 (Ft. ) 213. 5 0 0 (Ft. ) 0.0322 Manning's N 33.779(CFS) Calculated individual pipe flow 33.779(CFS) Normal flow depth in pipe -16.7l(In.) Flow top width inside pipe -22.07(In.) Critical depth could not be calculated. Pipe flow velocity -14.46(Ft/s) Travel time through pipe 0.02 min. Time of concentration (TC) = 9.22 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 350.100 to Point/Station 350.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area 26.340(Ac.) Runoff from this stream -33.779(CFS) 62 Time of concentration= 9.22 min. Rainfall intensity~ 4.796(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 351.000 to Point/Station 360.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance 137.000(Ft.) Highest elevation~ 243.400(Ft.) Lowest elevation~ 213.500(Ft.) Elevation difference~ 29.900(Ft. I Slope~ 21.825 % Top of Initial Area Slope adjusted by User to 2.000 % Bottom of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.00 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 9.88 minutes TC~ [l.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] TC~ [l.8*(1.1-0.3500)*( 85.000'.5)/( 2.000'(1/3)]~ 9.88 The initial area total distance of 137.00 (Ft.) entered leaves a remaining distance of 52.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.26 minutes for a distance of 52.00 (Ft.) and a slope of 30.00 % with an elevation difference of 15.60(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.)) J'.385 *60(min/hr) 0.260 Minutes Tt~[(ll.9*0.0098'3)/( 15.60)]'.385~ 0.26 Total initial area Ti= 9.88 minutes from 0.26 minutes from the Figure 3-4 formula Rainfall intensity (I) ~ 4.509(In/Hr) Effective runoff coefficient used for area Subarea runoff~ 1.042(CFS) Figure 3-3 formula plus 10.14 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.350 Total initial stream area= 0. 660 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 351.000 to Point/Station 360.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.660(Ac.) 63 • .. • • • • • ----.. -.. ---.. - ----- ----------- .. -.. .. .. • .. • • • • .. .. ------------------------ Runoff from this stream Time of concentration= Rainfall intensity= Summary of stream data: 1.042(CFS) 10.14 min. 4.509(In/Hr) Stream No . Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr) 1 33.779 9.22 4. 796 2 1. 042 10.14 4.509 Qmax(ll 1. 000 * 1. 000 * 33. 779) + 1.000 * 0.909 * 1.042) + 34.726 Qmax(2) 0.940 * 1. 000 * 33. 779) + 1. 000 * 1.000 * 1.042) + 32.802 Total of 2 main streams to confluence: Flow rates before confluence point: 33.779 1.042 Maximum flow rates at confluence using above data: 34. 726 32.802 Area of streams before confluence: 26.340 0.660 Results of confluence: Total flow rate~ 34.726(CFS) Time of concentration 9.215 min. Effective stream area after confluence 27. 000 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 360.000 to Point/Station 360.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 65.00(Ft.) Slope No. of pipes= 1 Required pipe fiow 212 . 0 5 0 I Ft. I 2ll.600(Ft.) 0.0069 Manning's N 34.726(CFS) Given pipe size~ 48.00(In.) Calculated individual pipe flow 34.726(CFS) Normal flow depth in pipe~ 17. 72(In.) Flow top width inside pipe~ 46.33(In.) Critical Depth -21.04(In.) Pipe flow velocity~ 8.24(Ft/s) Travel time through pipe= 0.13 min. Time of concentration (TC) 9.35 min. End of computations, total study area= 64 27.000 (Ac. I 0.013 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/10/17 POINSETTIA 100 YEAR PROPOSED HYDROLOGY BASIN A3 INTO 54 JN 141018 CALCS BY NF ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 24 hour precipitation(inches) = P6/P24 -57.4% 2.700 4.700 San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 380.000 to Point/Station 390.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C value -0.350 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation -246.800(Ft.) Lowest elevation= 229.320(Ft.) 105.000(Ft.) Elevation difference 17.480(Ft.) Slope -16.648 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.65 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.29 minutes TC -[l.8*(1.1-C)*distance(Ft.)".5)/(I slope"(l/31] TC -[1.8*(1.1-0.3500)*( 100.000".5)/( 16.648"(1/3)]-5.29 The initial area total distance of 105.00 (Ft.} entered leaves a 65 • • • • • • • • ---• -• -• -.. ---- .. ---------- - ---------------------- • --------------- remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.05 minutes for a distance of 5.00 (Ft.) and a slope of 16.65 % with an elevation difference of 0.83(Ft.) from the end of the top area Tt -[11. 9*length (Mil A3) I (elevation change (Ft. I I J A. 385 *60 (min/hr) 0.054 Minutes Tt-[(11.9*0.0009A3)/( 0.83)]A.385-0.05 Total initial area Ti 5.29 minutes from 0.05 minutes from the Figure 3-4 formula Rainfall intensity (I) -6.818 (In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 5.34 minutes for a 100.0 year storm (Q-KCIA) is C -0.350 Subarea runoff -0.19l(CFS) Total initial stream area= 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 390.000 to Point/Station 400.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation= Channel length thru subarea Channel base width 229.320 (Ft. I 223.]00(Ft.) 425. ooo (Ft. I l.OOO(Ft.) Slope or 'Z' of left channel bank= 1.000 Slope or 'Z' of right channel bank= 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel l.OOO(Ft.) Flow(q) thru subarea -0.580(CFS1 Depth of flow= 0.164(Ft.), Average velocity Channel flow top width -l.328(Ft.) Flow Velocity -3.03(Ft/s) Travel time 2.33 min. Time of concentration= 7.68 min. Critical depth -0.203(Ft.) Adding area flow to channel Rainfall intensity (I) -5.396(In/Hr) for a Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 1.000 0.580(CFS) 3.034(Ft/s) 100.0 year storm Rainfall intensity= 5.396(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.350 CA -0.168 Subarea runoff -0.716(CFS) for 0.400(Ac.) Total runoff -0.906(CFS) Total area Depth of flow= 0.214(Ft.), Average velocity= Critical depth -0.270(Ft.) 0. 480 (Ac. I 3.498 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 390.000 to Point/Station 400.000 **** CONFLUENCE OF MAIN STREAMS **** 66 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 0.480(Ac.) Runoff from this stream 0.906(CFS) Time of concentration= 7.68 min. Rainfall intensity -5.396(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 400,000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 120.000(Ft.) Highest elevation -243.300(Ft.) Lowest elevation= 223.300(Ft.) Elevation difference 20.000(Ft.) Slope -16.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.67 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.29 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/31] TC -[l.8*(1.1-0.3500)*( 100.000A.5)/( 16.667A(l/3)]-5.29 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.16 minutes for a distance of 20.00 (Ft.) and a slope of 16.67 1, with an elevation difference of 3.33(Ft.) from the end of the top area Tt -[ll.9*length(Mi)A3)/(elevation change(Ft.)l]A.385 *60(min/hr) 0.156 Minutes Tt-[(ll.9*0.0038A3)/( 3.33)]A.385-0.16 Total initial area Ti 5.29 minutes from 0.16 minutes from the Figure 3-4 formula Rainfall intensity (II -6. 736 (In/Hr) Effective runoff coefficient used for area Subarea runoff -0.212(CFS) Figure 3-3 formula plus 5.44 minutes for a 100.0 year storm (Q-KCIA) is C -0.350 Total initial stream area= 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 400.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.090 (Ac. I 67 • • • • • • • .. -• • • ---.. ----- -----.. ------., --• --------• - • --------------------------- Runoff from this stream Time of concentration= Rainfall intensity= Summary of stream data: 0.212(CFS) 5.44 min. 6.736(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.906 7. 68 5. 396 2 0.212 5.44 6.736 Qmax(l) 1. ODO * 1.000 * 0.906) + 0.801 * 1.000 * 0. 212) + 1. 076 Qmax(2) 1.000 * 0.709 * 0.906) + 1.000 * 1.000 * 0.212) + 0.855 Total of 2 main streams to confluence: Flow rates before confluence point: 0.906 0.212 Maximum flow rates at confluence using above data: 1.076 0.855 Area of streams before confluence: 0.480 0.090 Results of confluence: Total flow rate -1.076(CFS1 Time of concentration 7.675 min. Effective stream area after confluence 0.570(Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 420.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 7.00(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 8.00(In.) 214.000(Ft.) 213.500 (Ft. I 0.0714 Manning's N 1. 076 (CFS) Calculated individual pipe flow 1.076(CFS) Normal flow depth in pipe -3.18(In.) Flow top width inside pipe= 7.83(In.) Critical Depth -5.9l(In.) Pipe flow velocity= 8.32(Ft/s) Travel time through pipe= Time of concentration {TC) = 0.01 min. 7.69 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 400.000 to Point/Station 420.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 68 Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= 0.570(Ac.) 1.076 (CFS) 7.69 min. 5.389(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 380.100 to Point/Station 390.100 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1. 000 Initial subarea total flow distance 100.000(Ft.) Highest elevation -243.000(Ft.) Lowest elevation= 235.SOO(Ft.) Elevation difference 7.200(Ft.) Slope= 7.200 ¥i INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.20 ~, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 6.99 minutes TC -[1.8*(1.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC -[1.8*(1.1-0.3500)*( 100.000".5)/( 7.200"(1/3)]-6.99 Rainfall intensity (I) = 5. 731 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff= O.OBO(CFS) Total initial stream area= 0.040(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 390.100 to Point/Station 420.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow= 0.143(Ft.), Average velocity= ******* Irregular Channel Data*********** 0.351 (CFS) 1. 721 (Ft/s) ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 1 2 3 'X' coordinate 0.00 20.00 20.10 'Y' coordinate 1. 00 0.00 1. 00 Manning's 'N' friction factor 0.023 ----------------------------------------------------------------- Sub-Channel flow 0.351(CFS) flow top width -2.865(Ft.) velocity-l.72l(Ft/s) area -0.204(Sq.Ft) Froude number= 1.136 69 • • • • • • • • -.. -.. -------.. -------... -------• -• --------• ----------------------------- Upstream point elevation= Downstream point elevation Flow length~ 706.000(Ft.) Travel time 6.84 min. 2 3 5. 7 0 0 I Ft. I 217. 700 (Ft. I Time of concentration= 13.83 min. Depth of flow~ 0.143(Ft.) Average velocity= l.72l(Ft/s) Total irregular channel flow= 0.351(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) l.721(Ft/s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 3.691(In/Hr) 0.000 0.000 0.000 1.000 for a 0.143(Ft.) 100.0 year storm Rainfall intensity= 3. 691 I In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.350 CA~ 0.147 Subarea runoff= Total runoff= 0.462 (CFS) for 0.380 (Ac.) 0.543(CFS) Total area Depth of flow = 0.168(Ft.}, Average velocity= 0.420 (Ac. I 1.918(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 390.100 to Point/Station 420.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.420(Ac.) Runoff from this stream 0.543(CFS) Time of concentration= 13.83 min. Rainfall intensity= 3.69l(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 440.000 to Point/Station 450.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation -258.500(Ft.) Lowest elevation= 238.000(Ft.) 70 428.000(Ft.) Elevation difference 20.500(Ft.) Slope= 4.790 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.79 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [1.8*(1.l-C)*distance(Ft.)'.5)/(% TC= [1.8*(1.1-0.3500)*( 100.000'.5)/( 8.01 minutes slope' 11/3)] 4. 790' 11/3) ]= 8.01 The initial area total distance of 428.00 (Ft.) entered leaves a remaining distance of 328.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.18 minutes for a distance of 328.00 (Ft.) and a slope of 4.79 % with an elevation difference of 15.71(Ft.) from the end of the top area Tt = [ll.9*length(Mi)'3)/(elevation change(Ft.))]'.385 *60(min/hr) 2.177 Minutes Tt=[ (ll.9*0.0621'31 I I 15. 71)] '.385= 2.18 Total initial area Ti= 8.01 minutes from 2.18 minutes from the Figure 3-4 formula Rainfall intensity I I I = 4. 4 96 I In/Hr I Effective runoff coefficient used for area Figure 3-3 formula plus 10.19 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 Subarea runoff= l.369(CFS) Total initial stream area= 0.870 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 430.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 238.000(Ft.) Downstream point elevation 217.700(Ft.) Channel length thru subarea 287.850(Ft.) Channel base width 1.000(Ft.) Slope or 'Z' of left channel bank= 1.000 Slope or 'Z' of right channel bank= 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel l.OOO(Ft.) Flow(q) thru subarea = l.542(CFS) Depth of flow= 0.182(Ft.), Average velocity Channel flow top width= l.364(Ft.) Flow Velocity= 7.16(Ft/s) Travel time 0.67 min. Time of concentration= 10.86 min. Critical depth= 0.367(Ft.) Adding area flow to channel Rainfall intensity (II= 4.315(In/Hr) for a Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 1.000 l.542(CFS) 7.163(Ft/s) 100.0 year storm Rainfall intensity= 4.315(In/Hr) fora 100.0 year storm Effective runoff coefficient used for total area 71 • • • • • • -.. -----.. ----- -• -.. ---.. ---------• ---------• -• -------------------------- (Q-KCIA) is C -0.350 CA -0.382 Subarea runoff= 0.277 (CFS) for 0.220 (Ac. I Total runoff= Depth of flow - Critical depth= l.646(CFS) Total area 0.189(Ft.), Average velocity= 0.383(Ft.) 1.090(Ac.) 7. 314 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 450.000 to Point/Station 430.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= 1.090(Ac.) Runoff from this stream 1.646(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 10. 8 6 min . 4.315(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr I 1 1. 076 7. 69 5.389 2 0.543 13.83 3.691 3 1. 646 10.86 4.315 Qmax(l) 1.000 * 1.000 * 1. 07 6 I + 1.000 * 0.556 * 0.543) + 1.000 * 0.708 * 1. 64 6 I + 2.544 Qmax(2) 0.685 * 1. 000 * 1.076) + 1.000 * 1.000 * o. 54 3 I + 0.855 * 1.000 * 1. 64 6 I + 2.688 Qmax(3) 0.801 * 1.000 * 1. 07 6 I + 1.000 * 0.785 * 0.543) + 1.000 * 1.000 * 1. 646) + 2.934 Total of 3 main streams to confluence: Flow rates before confluence point: 1. 076 0.543 1. 646 Maximum flow rates at confluence using above data: 2.544 2.688 2.934 Area of streams before confluence: 0.570 0.420 1.090 Results of confluence: Total flow rate -2.934(CFS) Time of concentration 10.855 min. Effective stream area after confluence 2.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.000 to Point/Station 430.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 72 • • • Upstream point/station elevation= 212.670(Ft.) • Downstream point/station elevation 202.270(Ft.) Pipe length 24.30(Ft.) Slope 0.4280 Manning's N 0.013 • No. of pipes - 1 Required pipe flow 2.934(CFS) Given pipe size= 18.00(In.) - Calculated individual pipe flow 2.934(CFS) Normal flow depth in pipe -2.54(In.) • Flow top width inside pipe -12.52(In.) -Critical Depth -7.80(In.) Pipe flow velocity -19.33(Ft/s) -Travel time through pipe= 0.02 min. Time of concentration (TC) 10.88 min. -End of computations, total study area= 2.080 (Ac.) ------------------------ 73 • -• -----------.. -.. --.. ----.. ---------------- SECTION 2 100 Year Proposed Hydrology -Basin B 74 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/16/17 ------------------------------------------------------------------------ POINSETTIA PROPOSED 100 YEAR HYDROLOGY BASIN Bl JN 141018 CALCS BY NF ------------------------------------------------------------------------ ********* Hydrology Study Control Information********** ------------------------------------------------------------------------ Program License Serial Number 6218 ------------------------------------------------------------------------ Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation (inches) = 4. 700 P6/P24 ~ 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 500.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.630 given for subarea Rainfall intensity (I) = 7.114(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.00 min. Rain intensity= 7.11 (In/Hr) Total area~ 4.lOO(Ac.) Total runoff~ 17.800(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 550.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width 314.000(Ft.) 203.800 (Ft. I 1340.000(Ft.) 20.000(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 Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea ~ 31.887(CFS) Depth of flow= 0.294(Ft.), Average velocity 75 31. 887 (CFS I 5.263 (Ft/s) • • • .. • • -------------.. -------.. -------- ---------------------------------.. ---- Channel flow top width~ 21.177(Ft.) Flow Velocity~ 5.26(Ft/s) Travel time 4.24 min. Time of concentration= 9.24 min. Critical depth~ 0.422(Ft.) Adding area flow to channel Rainfall intensity (I) ~ 4.786(In/Hr) for a Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 100.0 year storm Rainfall intensity= 4.786(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.398 CA~ 9.593 Subarea runoff~ 28.115(CFS) for 20.030(Ac.) Total runoff= 45.915(CFS) Total area Depth of flow= 0.366(Ft.), Average velocity= Critical depth~ 0.539(Ft.) 24.130(Ac.) 6.053(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 500.000 to Point/Station 550.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 24.130(Ac.) Runoff from this stream 45.915(CFS) Time of concentration= Rainfall intensity= 9.24 min. 4.786(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.400 to Point/Station 540.400 **** USER DEFINED FLOW INFORMATION AT A POINT**** 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 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 Rainfall intensity (I) = 5.362 (In/Hr) for a 100.0 year storm User specified values are as follows: TC= 7.75 min. Rain intensity= 5.36(In/Hr) Total area~ 5.570(Ac.) Total runoff= 12.000(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.400 to Point/Station 540.400 76 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 5.570(Ac.) Runoff from this stream 12.000(CFS) Time of concentration= 7.75 min. Rainfall intensity= 5.362(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 45.915 9.24 4.786 2 12.000 7.75 5. 362 Qmax(l) 1. 000 * 1.000 * 45.915) + 0.893 * 1.000 * 12.000) + 56.626 Qmax(2) 1.000 * 0.838 * 45.915) + 1.000 * 1.000 * 12.000) + 50.498 Total of 2 main streams to confluence: Flow rates before confluence point: 45.915 12.000 Maximum flow rates at confluence using above data: 56.626 50.498 Area of streams before confluence: 24.130 5.570 Results of confluence: Total flow rate -56.626(CFS) Time of concentration 9.243 min. Effective stream area after confluence 29. 700 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 550.000 to Point/Station 800.200 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 203.SOO(Ft.) Downstream point elevation 198.300(Ft.) Channel length thru subarea 216.000(Ft.) Channel base width 20.000(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 Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea -56.672[CFS) Depth of flow= 0.588(Ft.), Average velocity Channel flow top width -22.353(Ft.) Flow Velocity -4.55(Ft/s) Travel time 0.79 min. Time of concentration= 10.03 min. 77 56.672(CFS) 4. 550 (Ft/s) • • • • • .. • --.. -----.. -.. -.. -., .. --.. ---.. ----- --- ---------------------------------- Critical depth -0.617(Ft.) Adding area flow to channel Rainfall intensity III - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value -0.350 4.539(In/Hr) 0.000 0.000 0.000 1.000 for a The area added to the existing stream causes a a lower flow rate of Q 54.826(CFS) 100.0 year storm therefore the upstream flow rate of Q = Rainfall intensity = 4. 539 (In/Hr) for a 56.626(CFS) is being used 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.387 CA -12.079 Subarea runoff= Total runoff= Depth of flow - Critical depth= 0.000 (CFS) for 1.530 (Ac. I 56.626(CFS) Total area 0.588(Ft.), Average velocity= 0.617(Ft.) 31.230(Ac.) 4.549(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 550.000 to Point/Station 800.200 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 31.230(Ac.) Runoff from this stream 56.626(CFS) Time of concentration= Rainfall intensity= 10.03 min. 4.539(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 800.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL 17. 3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value= 0.570 Rainfall intensity (I) = 4.8ll(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 9.17 min. Rain intensity= 4.8l(In/Hr) Total area= 7.280(Ac.) Total runoff -18.900(CFS1 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.000 to Point/Station 800.000 **** CONFLUENCE OF MAIN STREAMS**** 78 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 7.280(Ac.) Runoff from this stream 18.900(CFS) Time of concentration= Rainfall intensity= 9.17 min. 4.811 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 790.100 to Point/Station 790.100 **** USER DEFINED FLOW INFORMATION AT A POINT**** User specified 'C' value of 0.730 given for subarea Rainfall intensity (II = 6.429(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 5.85 min. Rain intensity= 6.43(In/Hr) Total area= l.550(Ac.) Total runoff= 7.760(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 790.100 to Point/Station 790.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= l.550(Ac.) Runoff from this stream 7.760(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.85 min. 6.429(In/Hr) Stream No. Flow rate (CFS) TC (min) 1 56. 62 6 10.03 2 18.900 9.17 3 7.760 5.85 Qmax(l) 1.000 * 1.000 * 56.626) 0.944 * 1.000 * 18.900) 0.706 * 1.000 * 7.760) Qmax(2) 1.000 * 0.914 * 56.626) 1.000 * 1.000 * 18.900) 0.748 * 1.000 * 7.760) Qmax(3) 1.000 * 0.583 * 56.626) 1.000 * 0.638 * 18.900) 1.000 * 1.000 * 7.760) Total of 3 main streams to confluence: Flow rates before confluence point: 56.626 18.900 7.760 Rainfall Intensity (In/Hr) 4.539 4. 811 6.429 + + + 79.938 + + + 76.455 + + + 52.830 Maximum flow rates at confluence using above data: 79 • • • .. • .. -----.. -.. -.. -------.. ---.. -.. ---.. ---- ---.. -.. -.. -.. -----------.. ---------------- 79.938 76.455 52.830 Area of streams before confluence: 31.230 7.280 1.550 Results of confluence: Total flow rate~ 79.938(CFS1 Time of concentration 10.034 min. Effective stream area after confluence 4 O. O 60 I Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.100 to Point/Station 800.200 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width 198.300 (Ft. I 197.000(Ft. I 60.000(Ft.) 20.000(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 Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea ~ 79.967(CFS) Depth of flow= 0.757(Ft.), Average velocity Channel flow top width -23.028(Ft.) Flow Velocity~ 4.9l(Ft/s) Travel time 0.20 min. Time of concentration= 10.24 min. Critical depth~ 0.773(Ft.) Adding area flow to channel Rainfall intensity III -4.48l(In/Hr) for a Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value -0.350 0.000 0.000 1.000 79.967(CFS) 4. 910 (Ft/s) 100.0 year storm The area added to the existing stream causes a a lower flow rate of Q 78.489(CFS) therefore the upstream flow rate of Q = 79. 938 (CFS) is being used 100.0 year storm Rainfall intensity= 4.48l(In/Hr) for a Effective runoff coefficient used for total area (Q~KCIA) is C -0.432 CA -17.517 Subarea runoff~ O.OOO(CFS) for 0.450(Ac.) Total runoff= 79.938(CFS) Total area Depth of flow~ 0.757(Ft.), Average velocity~ Critical depth~ 0.773(Ft.) 40.510(Ac.) 4.909(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.100 to Point/Station 800.200 **** CONFLUENCE OF MAIN STREAMS**** 80 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 40.SlO(Ac.) Runoff from this stream 79.938(CFS) Time of concentration= Rainfall intensity= 10.24 min. 4.481(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.800 to Point/Station 800.300 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 A 0.000 B 0.000 C 0.000 D 1. ODO Initial subarea total flow distance Highest elevation= 237.500(Ft.) Lowest elevation= 214.000(Ft.) 125.000(Ft.) Elevation difference = 23. 500 (Ft.) Slope = 18. 800 % Top of Initial Area Slope adjusted by User to 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 Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 11.29 minutes TC= [1.8*(1.l-C)*distance(Ft.)A.5)/(% slope'(l/3)] TC= [1.8*(1.1-0.3500)*( 70.0QOA.5)/( l.OQOA(l/3)]= 11.29 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 55.00 {Ft.) Using Figure 3-4, the travel time for this distance is 0.33 minutes for a distance of 55. 00 (Ft.) and a slope of 18. 80 % with an elevation difference of 10.34(Ft.) from the end of the top area Tt = [ll.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *6D(min/hr) 0.325 Minutes Tt=[ (11. 9*0.0104A3) / I 10.34)] A.385= 0.33 Total initial area Ti= 11.29 minutes from Figure 3-3 formula plus 0.33 minutes from the Figure 3-4 formula Rainfall intensity (I) = 4.129(In/Hr) Effective runoff coefficient used for area Subarea runoff= D.116(CFS) 11.62 minutes for a 100.0 year storm (Q=KCIA) is C = 0.350 Total initial stream area= 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.300 to Point/Station 800.200 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.080(Ac.) 81 • - • .. • .. • .. ---.. -.. -.. ---.. -.. -• -.. - -----.. -.. - • - • -• .. • .. • .. • --------... ---------.. • -• ----- Runoff from this stream Time of concentration= Rainfall intensity= Summary of stream data: 0.116(CFS) 11.62 min. 4.129(In/Hr) Stream No. Flow rate (CFS) TC (mini Rainfall Intensity I In/Hr I 1 79.938 10.24 4.481 2 0 .116 11. 62 4. 12 9 Qmax(l) 1.000 * 1.000 * 79.938) + 1.000 * 0.881 * 0 .116) + 80.040 Qmax(2) 0. 922 * 1.000 * 79.938) + 1.000 * 1.000 * 0.116) + 73.785 Total of 2 main streams to confluence: Flow rates before confluence point: 79.938 0.116 Maximum flow rates at confluence using above data: 80.040 73.785 Area of streams before confluence: 40.510 0.080 Results of confluence: Total flow rate -80.040(CFS) Time of concentration 10.238 min . Effective stream area after confluence 40.590(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.200 to Point/Station 960.200 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 197.000(Ft.) Downstream point elevation 184.SOO(Ft.) Channel length thru subarea 305.000(Ft.) Channel base width 20.000(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 Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 80.084(CFS) Depth of flow= 0.627(Ft.), Average velocity Channel flow top width -22.508(Ft.) Flow Velocity= 6.0l(Ft/s) Travel time 0.85 min. Time of concentration= 11.08 min. Critical depth -0.773(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B 4.257(In/Hr) 0.000 0.000 82 for a 80.084 (CFS) 6.00B(Ft/s) 100.0 year storm Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 0.000 l. 000 The area added to the existing stream causes a a lower flow rate of Q 76.805(CFS) therefore the upstream flow rate of Q = Rainfall intensity= 4.257(In/Hr) for a 80.040(CFS) is being used 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.429 CA~ 18.042 Subarea runoff= Total runoff= Depth of flow~ Critical depth= 0.000(CFS) for l.420(Ac.) 80.040(CFS) Total area 0.627(Ft.), Average velocity= o. 773 (Ft. I 42.0lO(Ac.) 6.007 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 800.200 to Point/Station 960.200 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= 42.0lO(Ac.) Runoff from this stream 80.040(CFS) Time of concentration= 11.08 min. Rainfall intensity~ 4.257(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.100 to Point/Station 960.100 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value= 0.570 Rainfall intensity (I) = A 0.000 B 0.000 C 0.000 D 1.000 6. 318 (In/Hr) for a User specified values are as follows: 100.0 year storm TC= 6.01 min. Rain intensity= 6.32(In/Hr) Total area~ 9.060(Ac.) Total runoff~ 23.850(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.100 to Point/Station 960.100 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area= 9.060(Ac.) Runoff from this stream 23.850(CFS) Time of concentration= 6.01 min. 83 • • • - • • • - • ----... .. ----• -----------., - ---• • ... • ... .. .. .. • • - ------ • ----- • • ---... -... ------ Rainfall intensity 6.318 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.300 to Point/Station 960.400 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 235.000(Ft.) Highest elevation~ 245.000(Ft.) Lowest elevation= 242.SOO(Ft.) Elevation difference= 2.SOO(Ft.) Slope= 1.064 % Top of Initial Area Slope adjusted by User to 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 Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 4.34 minutes TC -[l.8*(1.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC -[l.8*(1.1-0.3500)*( 100.000".5)/( 30.000"(1/3)]-4.34 The initial area total distance of 235.00 (Ft.) entered leaves a remaining distance of 135.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.96 minutes for a distance of 135. 00 I Ft. I and a slope of 1. 06 % with an elevation difference of 1.44(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.961 Minutes Tt-[ I 11. 9 * O. 02 5 6" 3 I I I l.44)]".385-1.96 Total initial area Ti 4.34 minutes from 1.96 minutes from the Figure 3-4 formula Rainfall intensity (I) -6.125(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 6.31 minutes for a 100.0 year storm (Q-KCIA) is C ~ 0.350 Subarea runoff= 0.257(CFS) Total initial stream area= 0.120(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.400 to Point/Station 960.100 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width 241.500 (Ft. I 194.000(Ft.) 282.000(Ft.) 1. 000 (Ft. I Slope or 'Z' of left channel bank= 1.000 Slope or 'Z' of right channel bank= 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 1.000(Ft.) 84 0.568 (CFS) Flow(q) thru subarea -0.568(CFS) Depth of flow= 0.077(Ft.), Average velocity Channel flow top width -l.155(Ft.) Flow Velocity -6.80(Ft/s) Travel time 0.69 min. Time of concentration= 7.00 min. Critical depth -0.20l(Ft.) Adding area flow to channel Rainfall intensity (II -5. 728 (In/Hr) for a Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 1. 000 6. 805 (Ft/s I 100.0 year storm Rainfall intensity= 5.728(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.350 CA -0.143 Subarea runoff= Total runoff= Depth of flow - Critical depth= 0.565(CFS) for 0.290(Ac.) 0.822 (CFS) Total area 0.097(Ft.), Average velocity= 0.254 (Ft. I 0.410(Ac.) 7.752(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.400 to Point/Station 960.100 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area= 0.410(Ac.) Runoff from this stream 0.822(CFS) Time of concentration= 7.00 min. Rainfall intensity= 5.728(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) I In/Hr) 1 23.850 6.01 6.318 2 0.822 7.00 5.728 Qmax(l) 1.000 * 1.000 * 23.850) + 1.000 * 0.859 * 0.822) + 24.556 Qmax(2) 0.907 * 1.000 * 23.850) + 1.000 * 1.000 * 0.822) + 22.444 Total of 2 streams to confluence: Flow rates before confluence point: 23.850 0.822 Maximum flow rates at confluence using above data: 24.556 22.444 Area of streams before confluence: 9.060 0.410 85 • • • • • - • --.. ---.. -... ----------- ----- --- ... .. -.. -.. .. .. .. --.. ---.. --------.. ---- -----.. Results of confluence: Total flow rate -24.556(CFS) Time of concentration 6.010 min. Effective stream area after confluence 9. 470 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.400 to Point/Station 960.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 9.470(Ac.) Runoff from this stream 24.556(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.01 min. 6.318 (In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr) 1 80.040 11. 08 4.257 2 24.556 6.01 6.318 Qmax(l) 1.000 * 1.000 * 80.040) + 0.674 * 1.000 * 24.556) + 96.587 Qmax(2) 1.000 * 0.542 * 80.040) + 1.000 * 1.000 * 24.556) + 67.955 Total of 2 main streams to confluence: Flow rates before confluence point: 80.040 24.556 Maximum flow rates at confluence using above data: 96.587 67.955 Area of streams before confluence: 42.010 9.470 Results of confluence: Total flow rate -96.587(CFS) Time of concentration 11.084 min. Effective stream area after confluence 51.480(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.200 to Point/Station 970.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= Downstream point elevation Channel length thru subarea Channel base width 184.500 (Ft. I 169.000 (Ft. I 480.000(Ft.) 20.000(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 86 102. 887 (CFS I Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 102.887(CFS) Depth of flow= 0.78l(Ft.), Average velocity Channel flow top width= 23.124(Ft.) Flow Velocity= 6.ll(Ft/s) Travel time 1.31 min. Time of concentration= 12.39 min. Critical depth= 0.906(Ft.) Adding area flow to channel Rainfall intensity II) = 3.961(In/Hr) for a Decimal fraction soil group A 0.000 Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value= 0.350 0.000 0.000 1. 000 6.110 (Ft/s) 100.0 year storm Rainfall intensity= 3. 961 I In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.434 CA= 27.543 Subarea runoff= Total runoff= Depth of flow= Critical depth= 12.517(CFS) for ll.980(Ac.) 109.103(CFS) Total area 0.809(Ft.), Average velocity= 0.938(Ft.) 63.460 (Ac. I 6.242 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 970.000 to Point/Station 1060.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation= 169.000 (Ft. I Downstream point elevation 146.000(Ft.) Channel length thru subarea 610.000(Ft.} Channel base width 20.000(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 Manning's 'N' = 0.035 Maximum depth of channel 2.000(Ft.) Flow(q) thru subarea = 116.451(CFS) Depth of flow= 0.803(Ft.), Average velocity Channel flow top width= 23.211(Ft.) Flow Velocity= 6.72(Ft/s) Travel time 1.51 min. Time of concentration= 13.91 min. Critical depth= 0.984(Ft.) Adding area flow to channel Rainfall intensity (I) = 3.677 (In/Hr) for a Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 0.000 0.000 0.000 1.000 87 116. 451 (CFS) 6. 715 (Ft/s) 100.0 year storm • • • • • -------------------------------• .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... ... .. .. Sub-Area C Value -0.350 Rainfall intensity= 3.677(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.416 CA -33.647 Subarea runoff -14.630(CFS) for 17.440(Ac.) Total runoff -123.734(CFS) Total area Depth of flow -0.832(Ft.), Average velocity Critical depth -l.023(Ft.) End of computations, total study area 88 80.900(Ac.) 6.865(Ft/s) 80.900 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)1991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/16/17 POINSETTIA 100 YEAR PROPOSED HYDROLOGY BASIN B2 NORTH OFFSITE FLOW THROUGH SITE JN 141018 CALCS BY NF ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) ~ 4.700 P6/P24 ~ 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 530.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 0.000 0.000 0.000 1.000 Initial subarea total flow distance 175.000(Ft.) Highest elevation~ 312.000(Ft.) Lowest elevation -283.000(Ft.) Elevation difference 29.000(Ft.) Slope -16.571 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.57 %, in a development type of • • • • • • -.. ------ • .. -.. .. .. .. --.. ---.. ---., Permanent Open Space • In Accordance With Figure 3-3 Initial Area Time of Concentration 5.30 minutes TC -[1.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] 89 --• - .. .. .. --.. .. .. .. ---------------------------.. TC -[l.8*(1.1-0.3500)*( 100.000'.5)/( 16.571'(1/3)]-5.30 The initial area total distance of 175.00 (Ft.) entered leaves a remaining distance of 75.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.43 minutes for a distance of 75.00 (Ft.) and a slope of 16.57 % with an elevation difference of 12.43(Ft.) from the end of the top area Tt -[ll.9*length(Mi)'3)/(elevation change(Ft.) I ]'.385 *60(min/hr) 0.433 Minutes Tt-[(ll.9*0.0142'3)/( 12.43)]'.385-0.43 Total initial area Ti= 5.30 minutes from Figure 3-3 formula plus 0.43 minutes from the Figure 3-4 formula 5.73 minutes Rainfall intensity (II -6.516(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C -0.350 Subarea runoff -1.118(CFS) Total initial stream area= 0.490(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 530.000 to Point/Station 540.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation -283.000(Ft.) Downstream point elevation 246.500(Ft.) Channel length thru subarea 300.000(Ft.) Channel base width 1.000(Ft.) Slope or 'Z' of left channel bank= 1.000 Slope or 'Z' of right channel bank -1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 1.000(Ft. I Flow(q) thru subarea -5.526(CFS) Depth of flow -0.326(Ft.), Average velocity Channel flow top width -1.652 (Ft.) Flow Velocity -12.78(Ft/s) Travel time 0.39 min. Time of concentration= 6.12 min. Critical depth -0.758(Ft.) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value -0.350 6.244 (In/Hr) 0.000 0.000 0.000 1.000 for a 5.526(CFS) 12.780(Ft/s) 100.0 year storm Rainfall intensity -6.244(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.350 CA -1.582 Subarea runoff= Total runoff= Depth of flow - Critical depth= 8.76l(CFS) for 4.030(Ac.) 9.879(CFS) Total area - 0.452(Ft.), Average velocity - 1.031 (Ft.) 90 4. 52 0 (Ac. I 15.066(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.000 to Point/Station 540.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 126.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -24.00(In.) 242. 000 (Ft. I 241. 370 (Ft. I 0.0050 Manning's N 9.879(CFS) Calculated individual pipe flow 9.879(CFSl Normal flow depth in pipe -13.64 (In.) Flow top width inside pipe -23.77(In.) Critical Depth -13.48(In.) Pipe flow velocity -5.36(Ft/s) Travel time through pipe -0.39 min. Time of concentration (TC) = 6.51 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.000 to Point/Station 540.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area -4.520(Ac.) Runoff from this stream 9.879(CFS) Time of concentration= Rainfall intensity= 6.51 min. 5.999(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 541.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation -303.700(Ft.) Lowest elevation -267.700(Ft.) 105.000(Ft. I Elevation difference -36.000(Ft.) Slope -34.286 % Top of Initial Area Slope adjusted by User to 1.000 % Bottom of Initial Area Slope adjusted by User to 30.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 91 • • • • • - • .. • - • • • ... .. .. • ... • - • ... -.. ---.. ----• --- ------ • ------------------------------- 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC -[1.8*(1.l-C)*distance(Ft.)".5)/(% TC -[1.8*(1.1-0.5700)*( 65.000".5)/( 7.69 minutes slope"(l/3)] 1.000· (1/3) ]-7. 69 The initial area total distance of 105.00 (Ft.) entered leaves a remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.21 minutes for a distance of 40.00 (Ft.) and a slope of 30.00 % with an elevation difference of 12.00(Ft.) from the end of the top area Tt -[11.9*length(Mi)"3)/(elevation change(Ft.)) ]".385 *60(min/hr) 0.213 Minutes Tt-[ (11.9*0.0076"3) I I 12.00) l ".385-0.21 Total initial area Ti= 7.69 minutes from 0.21 minutes from the Figure 3-4 formula Rainfall intensity (II -5.295(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 7.90 minutes for a 100.0 year storm (Q-KCIA) is C -0.570 Subarea runoff -0.392(CFS) Total initial stream area= 0. 130 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 541.000 to Point/Station 542.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation -267.700(Ft.) Downstream point elevation 250.700(Ft.) Channel length thru subarea 230.000(Ft.) Channel base width 1.000(Ft.) Slope or 'Z' of left channel bank -1.000 Slope or 'Z' of right channel bank -1.000 Estimated mean flow rate at midpoint of channel Manning's 1 N' = 0.015 Maximum depth of channel 1.000(Ft.) Flow(q) thru subarea -0.679(CFS1 Depth of flow -0.llO(Ft.), Average velocity Channel flow top width -1.221(Ft.) Flow Velocity -5.54 (Ft/s) Travel time 0.69 min. Time of concentration= 8.60 min. Critical depth -0.225(Ft.) Adding area flow to channel Rainfall intensity (II -5.016(In/Hr) for 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai -0.400 Sub-Area C Value -0.570 1. 000 0.679(CFS) 5.543 (Ft/s) 100.0 year storm Rainfall intensity -5.016(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.182 92 Subarea runoff= Total runoff= Depth of flow - Critical depth - 0.523(CFS) for 0.190(Ac.) 0.915(CFS) Total area - 0.132(Ft.), Average velocity - 0.270 (Ft. I 0.320(Ac.) 6.133(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 541.000 to Point/Station 542.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 1 Stream flow area -0.320(Ac.) Runoff from this stream 0.915(CFS) Time of concentration Rainfall intensity= 8.60 min. 5.016(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 543.000 to Point/Station 542.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 287.000(Ft.) Highest elevation -261.700(Ft.) Lowest elevation -250.700(Ft.) Elevation difference 11.000(Ft.) Slope -3.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.83 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 5.94 minutes TC -[l.8*(1.l-C)*distance(Ft.)".5)/(% slope"(l/3) J TC -[1.8*(1.1-0.5700)*( 95.000".5)/( 3.833"(1/3)]-5.94 The initial area total distance of 287.00 (Ft.) entered leaves a remaining distance of 192.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.57 minutes for a distance of 192.00 (Ft.) and a slope of 3.83 % with an elevation difference of 7.36(Ft.) from the end of the top area Tt -[ll.9*length(Mi)"3)/(elevation change(Ft. I) J".385 *60(min/hr) 1.571 Minutes Tt-[(ll.9*0.0364"3)/( 7.36)]".385-1.57 Total initial area Ti 5.94 minutes from 1.57 minutes from the Figure 3-4 formula Rainfall intensity (I) -5.47l(In/Hr) Effective runoff coefficient used for area Subarea runoff -0.312(CFS) 93 Figure 3-3 formula plus 7.51 minutes for a 100.0 year storm (Q-KCIA) is C -0.570 • • • • • • • .. • • • .. -• • • -.. -.. -... -.. -.. -.. ---------- .. .. -.. .. --------.. -------... ---------... -- Total initial stream area O.lOO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 543.000 to Point/Station 542.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area~ O.lOO(Ac.) Runoff from this stream 0.312(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.51 min. 5.471 (In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) I In/Hr I 1 0.915 8.60 5.016 2 0.312 7.51 5. 471 Qmax(l) 1.000 * 1. 000 * 0.915) + 0.917 * 1. 000 * 0.312) + 1. 201 Qmax(2) 1.000 * 0.874 * 0.915) + 1.000 * 1. 000 * 0.312) + 1.111 Total of 2 streams to confluence: Flow rates before confluence point: 0.915 0.312 Maximum flow rates at confluence using above data: 1.201 1.111 Area of streams before confluence: 0.320 0.100 Results of confluence: Total flow rate~ l.201(CFS) Time of concentration 8.596 min. Effective stream area after confluence 0.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 540.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 35.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size~ 8.00(In.) 245. 700 (Ft.) 242.040 (Ft. I 0.1046 Manning's N 1.201 (CFS) Calculated individual pipe flow 1.20l(CFS) Normal flow depth in pipe~ 3.04 (In.) Flow top width inside pipe~ 7.77(In.) Critical Depth -6.23(In.) Pipe flow velocity~ 9.85(Ft/s) 94 0.013 Travel time through pipe= Time of concentration (TC) 0.06 min. 8.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 542.000 to Point/Station 540.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ 0.420(Ac.) Runoff from this stream 1.201(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 8.65 min. 4. 994 I In/Hr) Stream No. Flow rate (CFS) TC (min) 1 9.879 6.51 2 1. 201 8.65 Qmax(l) 1.000 * 1.000 * 9. 879) 1.000 * 0.752 * 1.201) Qmax(2) 0.832 * 1.000 * 9. 879) 1. 000 * 1.000 * 1. 201 I Total of 2 main streams to confluence: Flow rates before confluence point: 9.879 1.201 Rainfall Intensity I In/Hr) 5.999 4.994 + + 10.782 + + 9.423 Maximum flow rates at confluence using above data: 10.782 9.423 Area of streams before confluence: 4.520 0.420 Results of confluence: Total flow rate~ 10.782(CFS) Time of concentration 6.512 min. Effective stream area after confluence 4. 940 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.100 to Point/Station 540.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 128.00(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size~ 24.00(In.) Calculated individual pipe flow 95 241.370 (Ft.) 240.370(Ft.) 0.0078 Manning's N 10. 782 (CFS) 10.782(CFS) 0.013 • • • • • • • - • --• -.. • --.. -.. --- "" ------------ • --.. ----------------------------------- Normal flow depth in pipe - Flow top width inside pipe - Critical Depth -14.12(In.) 12.55(In.) 23.97(In.) Pipe flow velocity -6.48(Ft/s) Travel time through pipe= 0.33 min. Time of concentration (TC) = 6.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.200 to Point/Station 540.300 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 261.40(Ft.) Slope No. of pipes - 1 Required pipe flow 2 4 0 . 0 4 0 I Ft. I Given pipe size -24.00(In.) 2 3 8 • 7 3 0 I Ft. I 0.0050 Manning's N 10.782(CFS) Calculated individual pipe flow 10.782(CFS) Normal flow depth in pipe -14.4l(In.) Flow top width inside pipe -23.5l(In.) Critical Depth -14.12(In.) Pipe flow velocity -5.47(Ft/s) Travel time through pipe= 0.80 min. Time of concentration (TC) = 7.64 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.300 to Point/Station 540.400 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 146.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -24.00(In.) 2 3 8 . 4 0 0 I Ft. ) 208.280(Ft.) 0.2063 Manning's N 10.782(CFS) Calculated individual pipe flow 10.782(CFS) Normal flow depth in pipe -5.25(In.) Flow top width inside pipe -19.84(In.) Critical Depth -14.12(In.) Pipe flow velocity -21.2l(Ft/s) Travel time through pipe= 0.11 min. Time of concentration (TC) -7.75 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.300 to Point/Station 540.400 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= Runoff from this stream Time of concentration Rainfall intensity= 4.940(Ac.) 10.782(CFS) 7. 75 min. 5.36l(In/Hr) 96 Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.500 to Point/Station 540.600 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 A 0.000 B 0.000 C 0.000 D 1. 000 Initial subarea total flow distance Highest elevation~ 279.300(Ft.) Lowest elevation~ 255.500(Ft.) 150.000(Ft.) Elevation difference 23.800(Ft.) Slope~ 15.867 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 15.87 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.37 minutes TC~ [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3) J TC~ [1.8*(1.1-0.3500)*( 100.000A.5)/( 15.867'(1/3)]~ 5.37 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.32 minutes for a distance of 50.00 (Ft.) and a slope of 15.87 % with an elevation difference of 7.93(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)A3)/(elevation change(Ft.)) ]A.385 *60(min/hr) 0.323 Minutes Tt~[(ll.9*0.0095A3)/( 7.93)]A.385~ 0.32 Total initial area Ti 5.37 minutes from Figure 3-3 formula plus 5.69 minutes 0.32 minutes from the Figure 3-4 formula Rainfall intensity (II ~ 6.54l(In/Hr) Effective runoff coefficient used for area for a 100.0 year storm (Q~KCIA) is C ~ 0.350 Subarea runoff~ 0.137(CFS) Total initial stream area= 0.060 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.600 to Point/Station 540.700 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation~ 255.500(Ft.) Downstream point elevation 221.500(Ft.) Channel length thru subarea 302.000(Ft.) Channel base width l.OOO(Ft.) Slope or 'Z' of left channel bank~ 1.000 Slope or 'Z' of right channel bank~ 1.000 Estimated mean flow rate at midpoint of channel 97 0.458(CFS) • • • • • • • .. • • -• • • • .. • • -.. -• ----.. .. ---------• .. ---.. -• • .. -.. • .. ------------------• -----.. Manning's 'N' = 0.015 Maximum depth of channel l.OOO(Ft.) Flow(q) thru subarea ~ 0.458(CFS) Depth of flow~ 0.077(Ft.), Average velocity Channel flow top width~ 1.154 (Ft.) Flow Velocity~ 5.54(Ft/s) Travel time 0.91 min . Time of concentration= 6.60 min . Critical depth~ 0.176(Ft.) Adding area flow to channel Rainfall intensity I I) ~ Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space } Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 5.945(In/Hr) for a 0.000 0.000 0.000 1. 000 5.535(Ft/s) 100.0 year storm Rainfall intensity~ 5.945(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.350 CA~ 0.119 0.570(CFS) for 0.280(Ac.) Subarea runoff= Total runoff= Depth of flow~ Critical depth~ 0.707(CFS) Total area~ O.lOO(Ft.), Average velocity~ 0.230 (Ft.) 0.340 (Ac.) 6.452(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.700 to Point/Station 540.400 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 210.00(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 8.00(In.) 216. 0 0 0 I Ft. ) 208.280(Ft.) 0.0368 Manning's N 0.707(CFS) Calculated individual pipe flow 0.707(CFS) Normal flow depth in pipe~ 3.04(In.) Flow top width inside pipe~ 7.76(In.) Critical Depth~ 4.76(In.) Pipe flow velocity~ 5.83(Ft/s) Travel time through pipe~ 0.60 min. Time of concentration (TC) = 7.20 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.700 to Point/Station 540.400 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area 0.340(Ac.) Runoff from this stream~ 0.707(CFS) 98 Time of concentration= 7.20 min. Rainfall intensity~ 5.62l(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.800 to Point/Station 540.400 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 A 0.000 B 0.000 C 0.000 D 1. 000 Initial subarea total flow distance 200.000(Ft.) Highest elevation~ 237.500(Ft.) Lowest elevation~ 207.000(Ft.) Elevation difference 30.500(Ft.) Slope~ 15.250 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 15.25 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration 5.44 minutes TC~ [1.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] TC~ [1.8*(1.1-0.3500)*( 100.000'.5)/( 15.250'(1/3)]~ 5.44 The initial area total distance of 200.00 (Ft.) entered leaves a remaining distance of 100.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 100.00 (Ft.) and a slope of 15.25 % with an elevation difference of 15.25(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.)) ]'.385 *60(min/hr) 0.559 Minutes Tt~[(ll.9*0.0189'3)/( 15.25)JA.385~ 0.56 Total initial area Ti= 5.44 minutes from 0.56 minutes from the Figure 3-4 formula Rainfall intensity (I) ~ 6.323(In/Hr) Effective runoff coefficient used for area Subarea runoff= 0.642(CFS) Figure 3-3 formula plus 6.00 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.350 Total initial stream area= 0.290(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.800 to Point/Station 540.400 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area~ 0.290(Ac.) Runoff from this stream 0.642(CFS) Time of concentration= 6.00 min. 99 • • • • • • -----• • - • - • • • .. ---... -... -.. -... -----.. - • ... • -• .. • - • ----------------------------- Rainfall intensity= Summary of stream data: 6.323(In/Hr) Stream No • Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 10.782 7.75 5.361 2 0.707 7.20 5. 621 3 0.642 6.00 6.323 Qmax(l) 1. 000 * 1. 000 * 10.782) + 0.954 * 1. 000 * 0.707) + 0.848 * 1.000 * 0.642) + 12.001 Qmax(2) 1. 000 * 0.929 * 10.782) + 1.000 * 1. 000 * 0.707) + 0.889 * 1. 000 * 0.642) + 11. 2 98 Qmax (3) 1.000 * 0. 774 * 10.782) + 1. 000 * 0.833 * 0.707) + 1.000 * 1.000 * 0.642) + 9. 579 Total of 3 main streams to confluence: Flow rates before confluence point: 10.782 0.707 0.642 Maximum flow rates at confluence using above data: 12.001 11.298 9.579 Area of streams before confluence: 4.940 0.340 0.290 Results of confluence: Total flow rate -12.00l(CFS) Time of concentration= 7.752 min. Effective stream area after confluence End of computations, total study area= 100 5. 570 (Ac. I 5. 570 (Ac. I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/16/17 POINSETTIA 100 YEAR PROPOSED HYDROLOGY BASIN B3 JN 141018 CALCS BY NF ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) ~ 4.700 P6/P24 ~ 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 560.000 to Point/Station 570.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less ) Impervious value, Ai ~ 0.400 Sub-Area C Value ~ 0.570 Initial subarea total flow distance 170.000(Ft.) Highest elevation~ 265.000(Ft.) Lowest elevation~ 251.600(Ft.) Elevation difference 13.400(Ft.) Slope~ 7.882 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 7.88 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC~ [l.8*(1.l-C)*distance(Ft.)'.5)/(% IO I 4.79 minutes slope'(l/3)] • • • • • • • • • - • • • • • • • .. • .. • .. • .. - -.. ---------- ------ • - • ----------------------------- TC~ [l.8*(1.1-0.5700)*( 100.000A.5)/( 7.882'(1/3)]~ 4.79 The initial area total distance of 170.00 (Ft.) entered leaves a remaining distance of 70.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.55 minutes for a distance of 70.00 (Ft.) and a slope of 7.88 % with an elevation difference of 5.52(Ft.) from the end of the top area Tt ~ [11.9*length(Mi)A3)/(elevation change(Ft.) I ]A.385 *60(min/hr) 0.547 Minutes Tt~[(ll.9*0.0133'3)/( 5.52)]A.385~ 0.55 Total initial area Ti 4.79 minutes from 0.55 minutes from the Figure 3-4 formula Rainfall intensity (II ~ 6.818(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 5.34 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.570 Subarea runoff~ 0.972(CFS) Total initial stream area= 0.250 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 570.000 to Point/Station 571.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.222(Ft.), Average velocity~ ******* Irregular Channel Data*********** 2.129(CFS) 2.141(Ft/s) ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 1 2 3 4 5 6 7 Manning's 'N' 'X' coordinate 0.00 0.17 10.50 12.00 13.50 23.83 24.00 friction factor 'Y 1 coordinate 0.83 0.33 0.12 0.00 0. 12 0.33 0.83 0.015 ----------------------------------------------------------------- Sub-Channel flow 2.129(CFS) flow top width~ 13.007(Ft.) velocity~ 2.141(Ft/s) area~ 0.994(Sq.Ft) Froude number= Upstream point elevation= Downstream point elevation Flow length~ 285.000(Ft. I Travel time 2.22 min. 1.365 251.600(Ft.) 247.490(Ft.) Time of concentration= 7.56 min. Depth of flow -0.222(Ft.) Average velocity -2.141(Ft/s) Total irregular channel flow~ 2.129(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.141(Ft/s) Adding area flow to channel Rainfall intensity (II -5.449(In/Hr) for a 102 0.222 (Ft. I 100.0 year storm Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL ( 7. 3 DO/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Rainfall intensity -5.449(In/Hr} for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA} is C -0.570 CA -0.593 Subarea runoff -2.259(CFS} for 0.790(Ac.) Total runoff -3.230(CFS} Total area - Depth of flow -0.248(Ft.}, Average velocity - l.040(Ac.} 2.352(Ft/s} ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 571.000 to Point/Station 580.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.358(Ft.}, Average velocity - ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 15.50 16.83 17.00 'Y' coordinate 0.43 0.12 0.00 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 4.0lO(CFS} flow top width -13.344 (Ft.} velocity-2.188(Ft/s) area= l.832(Sq.Ft) Froude number= Upstream point elevation= Downstream point elevation Flow length -140.000(Ft.) Travel time 1.07 min. 1.041 247.490(Ft.) 246. 500 (Ft. I Time of concentration= 8.63 min. Depth of flow -0.358(Ft.} Average velocity -2.188(Ft/s) Total irregular channel flow -4.0lO(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s} 2.188(Ft/s} Adding area flow to channel Rainfall intensity (II - Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group A B C D 5. 004 I In/Hr) for a 0.000 0.000 0.000 1.000 103 4.0lO(CFS} 2.188 (Ft/s} 0.358 (Ft.) 100.0 year storm • - • • -.. • ----• -.. • --.. -.. -• -.. -.. - -----• - • -.. -----------.. ------------------------ [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 Rainfall intensity~ 5.004(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.570 CA~ 0.946 Subarea runoff= Total runoff= Depth of flow~ l.505(CFS) for 0.620(Ac.) 4.735(CFS) Total area~ 0.376(Ft.), Average velocity~ 1. 660 (Ac.) 2.279(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 571.000 to Point/Station 580.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area~ l.660(Ac.) Runoff from this stream 4.735(CFS) Time of concentration= Rainfall intensity= 8.63 min. 5.004(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 102.000 to Point/Station 581.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less ) Impervious value, Ai -0.400 Sub-Area C Value ~ 0.570 Initial subarea total flow distance 60.000(Ft.) Highest elevation -257.800(Ft.) Lowest elevation~ 254.300(Ft.) Elevation difference 3.500(Ft.) Slope -5.833 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.83 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 5.30 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC~ [l.8*(1.1-0.5700)*( 100.000A.5)/( 5.833A(l/3)]-5.30 Rainfall intensity (I) ~ 6.852(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q~KCIA) is C -0.570 Subarea runoff~ 0.078(CFS) Total initial stream area= 0.020(Ac.) 104 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 581.000 to Point/Station 582.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.169(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 'X' coordinate 0.00 10.50 11.83 12.00 'Y' coordinate 0.33 2 0.12 3 0.00 4 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 0.273(CFS) flow top width -3.855(Ft.) velocity-1.295(Ft/s) area -0.211(Sq.Ft) Froude number -0.975 Upstream point elevation= Downstream point elevation Flow length -35.000(Ft.) Travel time 0.45 min. 249.770(Ft.) 2 4 9. 4 7 0 I Ft. I Time of concentration= 5.75 min. Depth of flow -0.169(Ft.) Average velocity -1.295(Ft/s) Total irregular channel flow= 0.273(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 1.295(Ft/s) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value -0.570 6.500(In/Hr) 0.000 0.000 0.000 1.000 for a 0.273(CFS) 1.295 (Ft/s) 0 .169 (Ft.I 100.0 year storm Rainfall intensity -6.500(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.068 Subarea runoff -0.367(CFS) for O.lOO(Ac.) Total runoff -0.445(CFS) Total area - Depth of flow -0.192(Ft.), Average velocity - 0.120 (Ac. I 1.418(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 582.000 to Point/Station 580.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** 105 -• • ----.. -.. -------.. -.. ----- -.. ---.. ---.. • • ------------- ------------------------ Estimated mean flow rate at midpoint of channel= Depth of flow~ 0.259(Ft.), Average velocity~ ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 15.50 16.83 17.00 'Y' coordinate 0.43 0.12 0.00 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 1.424 (CFS) flow top width~ 8.355(Ft.) velocity~ 1.882(Ft/s) area~ 0.757(Sq.Ft) Froude number~ 1.102 Upstream point elevation= Downstream point elevation Flow length~ 325.000(Ft.) 2 4 9. 4 7 0 ( Ft. I 2 4 6. 5 0 0 I Ft. I Travel time 2.88 min. Time of concentration= 8.63 min. Depth of flow~ 0.259(Ft.) Average velocity~ l.88l(Ft/s) Total irregular channel flow~ l.424(CFS) Irregular channel normal depth Average velocity of channel(s) Adding area flow to channel Rainfall intensity (II ~ Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 above invert elev. l.881(Ft/s) 5.003(In/Hr) for a 0.000 0.000 0.000 1. 000 1.424 (CFS) 1. 8 8 1 I Ft/ s I 0. 259 I Ft. I 100.0 year storm Rainfall intensity= 5.003(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.570 CA~ 0.462 Subarea runoff -1.865 (CFS) for 0. 690 (Ac. I Total runoff -2.310(CFS) Total area - Depth of flow~ 0.295(Ft.), Average velocity~ 0. 810 (Ac. I 2 .110 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 582.000 to Point/Station 580.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 0.810(Ac.) 106 Runoff from this stream Time of concentration= Rainfall intensity= Summary of stream data: 2.310(CFS) 8.63 min. 5.003(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr) 1 4.735 8.63 5.004 2 2.310 8.63 5.003 Qmax(l) 1.000 * 1.000 * 4.735) + 1.000 * 1.000 * 2.310) + 7.044 Qmax(2) 1.000 * 1.000 * 4.735) + 1.000 * 1.000 * 2.310) + 7.044 Total of 2 main streams to confluence: Flow rates before confluence point: 4.735 2.310 Maximum flow rates at confluence using above data: 7.044 7.044 Area of streams before confluence: 1.660 0.810 Results of confluence: Total flow rate -7.044(CFS) Time of concentration 8.625 min. Effective stream area after confluence 2. 4 70 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 580.000 to Point/Station 610.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 34.50(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size -18.00(In.) 2 4 0. 5 0 0 I Ft. I 239.810(Ft.) 0.0200 Manning's N 7.044(CFS) Calculated individual pipe flow 7.044(CFS) Normal flow depth in pipe -8.72(In.) Flow top width inside pipe -17.99(In.) Critical Depth -12.33(In.) Pipe flow velocity -8.29(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 8.69 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 580.000 to Point/Station 610.000 **** CONFLUENCE OF MAIN STREAMS**** 107 -.. -----.. -.. --- -... ---.. -.. -... -.. ------.. ... -- ------------------------------------... - The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area~ 2.470(Ac.) Runoff from this stream 7.044(CFS) Time of concentration= Rainfall intensity= 8.69 min. 4.979(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 590.000 to Point/Station 600.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai ~ 0.400 Sub-Area C Value ~ 0.570 Initial subarea total flow distance 90.000(Ft.) Highest elevation~ 252.300(Ft.) Lowest elevation~ 251.000(Ft.) Elevation difference l.300(Ft.) Slope~ 1.444 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.44 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 6.80 minutes TC -[l.8*(1.l-C)*distance(Ft.)".5)/(% slope'(l/31] TC -[1.8*(1.1-0.5700)*( 65.000'.5)/( 1.444"(1/3)]~ 6.80 The initial area total distance of 90.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.48 minutes for a distance of 25.00 (Ft.) and a slope of 1.44 % with an elevation difference of 0.36(Ft.) from the end of the top area Tt -[11.9*length(Mi)"3)/(elevation change(Ft.)) ]".385 *60(min/hr) 0.476 Minutes Tt-[ (ll.9*0.0047'31 I ( 0.36) I ".385~ 0.48 Total initial area Ti 6.80 minutes from Figure 3-3 formula plus 0.48 minutes from the Figure 3-4 formula 7.28 minutes Rainfall intensity (II ~ 5.583(In/Hrl for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff= 0.318 (CFS) Total initial stream area= O.lOO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 600.000 to Point/Station 601.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** 108 Estimated mean flow rate at midpoint of channel= Depth of flow -0.213(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 'X' 1 coordinate 0.00 'Y' coordinate 0.83 2 0.17 0.33 3 10. 50 0.12 4 12.00 0.00 5 13. 50 0.12 6 23.83 0.33 7 24.00 0.83 Manning's 'N' friction factor 0.015 Sub-Channel flow 1.873(CFS) flow top width -12.19l(Ft.) velocity-2.106(Ft/s) area -0.890(Sq.Ft) Froude number= 1.374 Upstream point elevation= Downstream point elevation Flow length -155.000(Ft.) Travel time 1.23 min. 251. 000 (Ft. I 2 4 8 . 7 0 0 ( Ft. I Time of concentration= 8.51 min. Depth of flow -0.213(Ft.) Average velocity -2.106(Ft/s) Total irregular channel flow= l.873(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.106(Ft/s) Adding area flow to channel Rainfall intensity (II - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 5.049(In/Hr) 0.000 0.000 0.000 1.000 for a l.873(CFS) 2.106(Ft/s) 0.213(Ft.) 100.0 year storm Rainfall intensity -5.049(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.661 Subarea runoff -3.020(CFS) for l.060(Ac.) Total runoff -3.338(CFS) Total area - Depth of flow -0.250(Ft.), Average velocity - l.160(Ac.) 2 . 3 96 ( Ft Is I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 610.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel 4.185(CFS) 109 -• • --.. -.. -.. -.. ---... • .. -.. ---.. -... -------.. -.. -• --- ---------.. --.. --------.. .. --... ---.. --.. ... Depth of flow -0.340(Ft.), Average velocity - ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 2 3 4 1 X 1 coordinate 0.00 15.50 16.83 17.00 1 Y1 coordinate 0. 43 0.12 0.00 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 4.185(CFS) flow top width -12.442(Ft.) velocity-2.613(Ft/s) area -l.60l(Sq.Ft) Froude number -1.284 Upstream point elevation= Downstream point elevation Flow length -200.000(Ft.) Travel time 1.28 min. 248.700(Ft.) 246. 500 (Ft. I Time of concentration= 9.78 min. Depth of flow -0.340(Ft.) Average velocity -2.613(Ft/s) Total irregular channel flow -4.185(CFS) Irregular channel normal depth Average velocity of channel(s) Adding area flow to channel Rainfall intensity (II - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 above invert elev. 2.613(Ft/s) 4. 614 (In/Hr) for a 0.000 0.000 0.000 1.000 2.613(Ft/s) 0.340(Ft.) 100.0 year storm Rainfall intensity -4.614(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -1.077 Subarea runoff -1. 632 (CFS) for 0. 730 (Ac. I Total runoff -4.97l(CFS) Total area - Depth of flow -0.357(Ft.), Average velocity - 1.890(Ac.) 2.725(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 601.000 to Point/Station 610.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area -l.890(Ac.) Runoff from this stream 4.971(CFS) Time of concentration= 9.78 min. 110 Rainfall intensity= 4. 614 I In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 610.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 152.000(Ft.) Highest elevation -248.250(Ft.) Lowest elevation -246.500(Ft.) Elevation difference l.750(Ft.) Slope -1.151 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.15 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 7.34 minutes TC -[l.8*(1.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC -[l.8*(1.1-0.5700)*( 65.000".5)/( 1.151"(1/3)]-7.34 The initial area total distance of 152.00 (Ft.) entered leaves a remaining distance of 87.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.36 minutes for a distance of 87.00 (Ft.) and a slope of 1.15 % with an elevation difference of l.OO(Ft.) from the end of the top area Tt -[ll.9*length(Mi)"3)/(elevation change(Ft.)) ]".385 *60(min/hr) 1.357 Minutes Tt-[(ll.9*0.0165"3)/( l.00)]".385-1.36 Total initial area Ti 7.34 minutes from 1.36 minutes from the Figure 3-4 formula Rainfall intensity (II -4.978(In/Hr) Effective runoff coefficient used for area Subarea runoff -0.369(CFS) Figure 3-3 formula plus 8.70 minutes for a 100.0 year storm (Q-KCIA) is C -0.570 Total initial stream area= 0. 130 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 602.000 to Point/Station 610.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area= Runoff from this stream Time of concentration Rainfall intensity= 0.130(Ac.) 0.369(CFS) 8.70 min. 4.978(In/Hr) I I I -----------------------.. -----.. - - - - - -.. .. -.. .. -------------.. ---------.. -- Summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) 1 7.044 2 4. 971 3 0.369 Qmax(l) 1. 000 * 1. 000 * 1.000 * Qmax(2) 0.927 * 1.000 * 0.927 * Qmax(3) 1. 000 * 1. 000 * 1.000 * 8.69 9.78 8.70 1.000 0.889 1. 000 1. 000 1. 000 1. 000 1. 000 0.889 1. 000 * * * * * * * * * 4. 979 4. 614 4. 978 7.044) + 4.971) + 0.369) + 7.044) + 4.971) + 0.369) + 7.044) + 4.971) + 0.369) + Total of 3 main streams to confluence: Flow rates before confluence point: 7.044 4.971 0.369 11.831 11.841 11.831 Maximum flow rates at confluence using above data: 11.831 11.841 11.831 Area of streams before confluence: 2.470 1.890 0.130 Results of confluence: Total flow rate~ 11.831(CFS) Time of concentration 8.696 min. Effective stream area after confluence 4.490(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 620.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 224.30(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 2 3 9. 4 8 0 I Ft. I 234.670(Ft.) 0.0214 Manning's N 11. 831 (CFS) Calculated individual pipe flow 11.831(CFS) Normal flow depth in pipe~ 11.84(In.) Flow top width inside pipe~ 17.08(In.) Critical Depth~ 15.68 (In.) Pipe flow velocity~ 9.60(Ft/s) Travel time through pipe= 0.39 min. Time of concentration (TC) ~ 9.09 min. 112 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 610.000 to Point/Station 620.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area~ 4.490(Ac.) Runoff from this stream ll.83l(CFS) Time of concentration= Rainfall intensity= 9.09 min. 4.840(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.100 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation~ 250.200(Ft.) Lowest elevation~ 246.200(Ft.) 200.000(Ft.) Elevation difference 4.000(Ft.) Slope~ 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 6.77 minutes TC~ [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC~ [l.8*(1.1-0.5700)*( 80.000A.5)/( 2.000A(l/3)]~ 6.77 The initial area total distance of 200.00 (Ft.) entered leaves a remaining distance of 120.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.40 minutes for a distance of 120.00 (Ft.) and a slope of 2.00 % with an elevation difference of 2.40(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)A3)/(elevation change(Ft.) I ]A.385 *60(min/hr) 1.405 Minutes Tt~[(ll.9*0.0227A3)/( 2.40)]A.385~ 1.40 Total initial area Ti 6.77 minutes from 1.40 minutes from the Figure 3-4 formula Rainfall intensity (II ~ 5.180(In/Hr) Effective runoff coefficient used for area Subarea runoff= 1.063 (CFS) Figure 3-3 formula plus 8.18 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.570 Total initial stream area= 0.360(Ac.) I 13 ---- ----.. ---------• • ... .. ----.. -- • --.. • - • • ---.. - --• ----.. ---------• ----- • .. ------ ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ 0.360(Ac.) Runoff from this stream l.063(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream Flow rate 8.18 min. 5.180(In/Hr) TC Rainfall Intensity No. (CFS) (min) ( In/Hr) 1 11.831 9.09 4.840 2 1.063 8.18 5.180 Qmax(l) 1.000 * 1.000 * 11.831) + 0.934 * 1. 000 * 1. o 63 I + 12.824 Qmax(2) 1.000 * 0.900 * 11.831) + 1.000 * 1. 000 * 1.063) + 11. 711 Total of 2 main streams to confluence: Flow rates before confluence point: 11.831 1.063 Maximum flow rates at confluence using above data: 12.824 11.711 Area of streams before confluence: 4.490 0.360 Results of confluence: Total flow rate~ 12.824 (CFS) Time of concentration 9.085 min. Effective stream area after confluence 4. 850 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 620.000 to Point/Station 620.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= 4. 850 (Ac.) 12. 824 (CFS I 9.09 min. 4.840(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 114 Process from Point/Station 630.000 to Point/Station 640.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 80.000(Ft.) Highest elevation -249.300(Ft.) Lowest elevation -248.200(Ft.) Elevation difference l.lOO(Ft.) Slope -1.375 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.38 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 6.92 minutes TC -[l.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] TC -[l.8*(1.1-0.5700)*( 65.000'.5)/( 1.375'(1/3)]~ 6.92 The initial area total distance of 80.00 (Ft.) entered leaves a remaining distance of 15.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.33 minutes for a distance of 15.00 (Ft.) and a slope of 1.38 % with an elevation difference of 0.21(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.) I ]'.385 *60(min/hr) 0.327 Minutes Tt~[(ll.9*0.0028'3)/( 0.21)]".385-0.33 Total initial area Ti 6.92 minutes from 0.33 minutes from the Figure 3-4 formula Rainfall intensity (II ~ 5.601(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 7.24 minutes for a 100.0 year storm (Q~KCIA) is C -0.570 Subarea runoff~ 0.255(CFS) Total initial stream area= 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 640.000 to Point/Station 650.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.130(Ft.), Average velocity - ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 9.83 10.00 15.00 Manning's 1 N1 friction factor 'Y' coordinate 0.20 0.00 0.50 0.60 0.015 I 15 0.910(CFS) 2.176(Ft/s) -- • ----------.. -.. -----.. ----.. .. - ------ • .. .. -... .. .. .. .. • .. • ---------.. -.. -.. ---.. -... -.. --- Sub-Channel flow 0.910(CFS) flow top width~ 6.433(Ft.) velocity~ 2.176(Ft/s) area~ 0.418(Sq.Ft) Froude number= 1.504 Upstream point elevation= Downstream point elevation Flow length~ 85.000(Ft.) Travel time 0.65 min . 2 4 8 . 2 0 0 I Ft . I 246. 600 (Ft. I Time of concentration= 7.90 min. Depth of flow~ 0.130(Ft.) Average velocity~ 2.176(Ft/s) Total irregular channel flow~ 0.910(CFS1 Irregular channel normal depth above invert elev. 0.130(Ft.) Average velocity of channel(s) 2.176(Ft/s) Adding area flow to channel Rainfall intensity (II ~ 5.298(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 1. 000 Rainfall intensity~ 5.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.570 CA~ 0.279 l.224(CFS) for 0.410(Ac.) Subarea runoff= Total runoff= Depth of flow~ l.480(CFS1 Total area~ 0.156(Ft.), Average velocity~ 0.490(Ac.) 2.457(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 650.000 to Point/Station 650.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 50.00(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 12.00(In.) 242. 600 (Ft. I 234.670(Ft.) 0.1586 Manning's N l.480(CFS) Calculated individual pipe flow l.480(CFS) Normal flow depth in pipe~ 2.62(In.) Flow top width inside pipe~ 9.9l(In.) Critical Depth~ 6.18(In.) Pipe flow velocity~ ll.70(Ft/s) Travel time through pipe~ 0.07 min. Time of concentration (TC) = 7.97 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 116 Process from Point/Station 650.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= Program is now starting 0.490 (Ac.) l.480(CFS) 7.97 min. 5. 268 I In/Hr) with Main Stream No. 3 650.100 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 660.000 to Point/Station 661.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai ~ 0.400 Sub-Area C Value ~ 0.570 Initial subarea total flow distance 115.000(Ft.) Highest elevation~ 251.600(Ft.) Lowest elevation~ 248.900(Ft.) Elevation difference 2.700(Ft.) Slope~ 2.348 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.35 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC~ [l.8*(1.l-C)*distance(Ft.)".5)/(% TC~ [l.8*(1.1-0.5700)*( 80.000".5)/( 6.42 minutes slope" (1/3) J 2.348" (1/3) J~ 6.42 The initial area total distance of 115.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.51 minutes for a distance of 35.00 (Ft.) and a slope of 2.35 % with an elevation difference of 0.82(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)"3)/(elevation change(Ft.)) ]".385 *60(min/hr) 0.511 Minutes Tt~[(ll.9*0.0066"3)/( 0.82)JA.385~ 0.51 Total initial area Ti 6.42 minutes from 0.51 minutes from the Figure 3-4 formula Rainfall intensity (II ~ 5.762(In/Hr) Effective runoff coefficient used for area Subarea runoff~ 0.59l(CFS) Figure 3-3 formula plus 6.93 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.570 Total initial stream area= 0.180(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 661.000 to Point/Station 662.000 117 • • • • • - • .. ---• .. .. -• -.. -• --.. .. -.. • .. • --.. -- • - • .. -.. -.. • .. • .. • .. -.. ---.. -----.. ---------.. ------ **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.223(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 'X' coordinate 0.00 15.50 16.83 17.00 'Y' coordinate 0. 43 2 0.12 3 0.00 4 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 0.943(CFS) flow top width -6.539(Ft.) velocity-l.930(Ft/s) area -0.488(Sq.Ft) Froude number= 1.245 Upstream point elevation= Downstream point elevation Flow length -185.000(Ft.) Travel time 1.60 min. 248.900(Ft.) 246.590(Ft.) Time of concentration= 8.53 min. Depth of flow -0.223(Ft.) Average velocity -l.930(Ft/s) Total irregular channel flow= 0.943(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 l.930(Ft/s) 5.04l(In/Hr) 0.000 0.000 0.000 1. 000 for a 0.943(CFS) 1. 930 (Ft/s) 0.223 (Ft. I 100.0 year storm Rainfall intensity= 5.041(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.239 Subarea runoff= Total runoff - Depth of flow - 0.616(CFS) for 0.240(Ac.) l.207(CFS) Total area - 0.238(Ft.), Average velocity - 0.420(Ac.) 2.04l(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 662.000 to Point/Station 670.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.220(Ft.), Average velocity - 118 1. 769 (CFS) 3. 748 (Ft/s) ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 1 X1 coordinate 0.00 15.50 16.83 17.00 'Y' coordinate 0.43 2 0.12 3 0.00 4 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow l.769(CFS) flow top width -6.413(Ft.) velocity-3.749(Ft/s) area -0.472(Sq.Ft) Froude number -2.435 Upstream point elevation= Downstream point elevation Flow length -140.000(Ft.) Travel time 0.62 min. 246.560 (Ft. I 2 3 9 . 8 4 0 I Ft . I Time of concentration= 9.15 min. Depth of flow -0.220(Ft.) Average velocity -3.748(Ft/s) Total irregular channel flow -l.769(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 3.748(Ft/s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL ( 7. 3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value -0.570 B C D 4 .817 (In/Hr) 0.000 0.000 0.000 1. 000 for a 0.220 (Ft. I 100.0 year storm Rainfall intensity= 4.817(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C -0.570 CA~ 0.473 l.072(CFS) for 0.410(Ac.) Subarea runoff= Total runoff= Depth of flow - 2.279(CFS) Total area= 0.830(Ac.) 0.235(Ft.), Average velocity -3. 968 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 670.000 to Point/Station 680.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 34.50(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -12.00(In.) Calculated individual pipe flow 119 235. 780 (Ft. I 235.610(Ft.) 0.0049 Manning's N 2.279(CFS) 2.279(CFS) 0. 013 ---------• -- • • ---------.. ---• -.. -- • --- • • --- .. • -• • • .. • .. • .. -.. ------------------.. - Normal flow depth in pipe -9.00(In.) Flow top width inside pipe -10.39(In.) Critical Depth -7.75(In.) Pipe flow velocity -3.6l(Ft/s) Travel time through pipe -0.16 min . Time of concentration (TC) = 9.31 min . ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 670.000 to Point/Station 680.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area -0.830(Ac.) Runoff from this stream 2.279(CFS) Time of concentration Rainfall intensity= 9.31 min. 4. 764 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 690.000 to Point/Station 700.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 90.000(Ft.) Highest elevation -246.700(Ft.) Lowest elevation -245.900(Ft.) Elevation difference 0.800(Ft.) Slope -0.889 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 7.3 DU/A or Less 0.89 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration 8.00 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC -[1.8*(1.1-0.5700)*( 65.000A.5)/( 0.889A(l/3)]-8.00 The initial area total distance of 90.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.57 minutes for a distance of 25.00 (Ft.) and a slope of 0.89 % with an elevation difference of 0.22(Ft.) from the end of the top area Tt -[ll.9*length(Mi)A3)/(elevation change(Ft.) l]A.385 *60(min/hr) 0.574 Minutes Tt-[ (ll.9*0.0047'3) I I 0.22)] A.385-0.57 Total initial area Ti 8.00 minutes from 0.57 minutes from the Figure 3-4 formula Rainfall intensity (II -5.024 (In/Hr) 120 Figure 3-3 formula plus 8.57 minutes for a 100.0 year storm Effective runoff coefficient used for area (Q~KCIA) is C 0.570 Subarea runoff~ 0.286(CFS) Total initial stream area= O.lOO(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 680.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.195(Ft.), Average velocity~ ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 'X' coordinate 0.00 15.50 16.83 17.00 'Y' coordinate 0.43 2 0.12 3 0.00 4 0.50 Manning's 'N' friction factor 0.013 Sub-Channel flow 1.027(CFS) flow top width~ 5.149(Ft.) velocity~ 3.142(Ft/s) area~ 0.327(Sq.Ft) Froude number= 2.198 Upstream point elevation= Downstream point elevation Flow length~ 196.000(Ft.) 245. 900 (Ft.) 2 3 9. 8 3 0 (Ft. ) Travel time 1.04 min. Time of concentration= 9.61 min. Depth of flow~ 0.195(Ft.) Average velocity~ 3.142(Ft/s) Total irregular channel flow= l.027(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) Adding area flow to channel Rainfall intensity (I) ~ Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value -0.570 3.142 (Ft/s) 4.667(In/Hr) 0.000 0.000 0.000 1.000 for a 1.027 (CFS) 3.142(Ft/s) 0.195(Ft.) 100.0 year storm Rainfall intensity= 4.667(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C ~ 0.570 CA -0.365 Subarea runoff~ l.416(CFS) for 0.540(Ac.) Total runoff -1.702(CFS) Total area~ Depth of flow~ 0.222(Ft.), Average velocity - 121 0. 640 (Ac.) 3.503(Ft/s) -- • • -------------- • .. -.. ----------- --- .. ----------.. -------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 700.000 to Point/Station 680.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area~ 0.640(Ac. I Runoff from this stream 1.702(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 9.61 min. 4. 667 ( In/Hr) Stream No . Flow rate (CFS) TC (min) 1 2. 279 9.31 2 1. 702 9.61 Qmax(l) 1. 000 * 1.000 * 2.279) 1.000 * 0. 969 * 1. 7 02 I Qmax(2) 0.980 * 1.000 * 2.279) 1.000 * 1.000 * 1. 7 02 I Total of 2 streams to confluence: Flow rates before confluence point: 2.279 1.702 Rainfall Intensity ( In/Hr) 4.764 4. 667 + + 3.928 + + 3.935 Maximum flow rates at confluence using above data: 3.928 3.935 Area of streams before confluence: 0.830 0.640 Results of confluence: Total flow rate~ 3.935(CFS) Time of concentration 9.612 min. Effective stream area after confluence 1. 4 70 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 680.000 to Point/Station 710.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 223.00(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size~ 18.00(In.) 235.280(Ft.) 234.000(Ft.) 0.0057 Manning 1 s N 3.935(CFS) Calculated individual pipe flow 3.935(CFS) Normal flow depth in pipe -8.94 (In.) Flow top width inside pipe~ 18.00(In.) Critical Depth~ 9.lO(In.) Pipe flow velocity~ 4.49(Ft/s) Travel time through pipe= 0.83 min. Time of concentration (TC) = 10.44 min. 122 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 680.000 to Point/Station 710.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area~ l.470(Ac.) Runoff from this stream 3.935(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 10.44 min. 4.425(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity I In/Hr) 1 12.824 9.09 4. 8 4 0 2 1. 4 80 7. 97 5. 2 68 3 3.935 10.44 4.425 Qmax(l) 1. 000 * 1.000 * 12.824) + 0.919 * 1.000 * 1.480) + 1.000 * 0.870 * 3.935) + 17. 608 Qmax(2) 1.000 * 0.877 * 12.824) + 1.000 * 1.000 * 1.480) + 1.000 * 0. 7 63 * 3.935) + 15. 727 Qmax(3) 0.914 * 1. 000 * 12.824) + 0.840 * 1. ODO * 1.480) + 1.000 * 1. 000 * 3.935) + 16.902 Total of 3 main streams to confluence: Flow rates before confluence point: 12.824 1.480 3.935 Maximum flow rates at confluence using above data: 17.608 15.727 16.902 Area of streams before confluence: 4.850 0.490 1.470 Results of confluence: Total flow rate~ 17.608(CFS) Time of concentration 9.085 min. Effective stream area after confluence 6.810(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 680.000 to Point/Station 710.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: 123 -----------• • .. • ------.. -.. -.. -.. -- • --- • - • - -----.. -.. -.. • .. ---------------.. ---------.. In Main Stream number: 1 6.810(Ac.) Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= 17. 608 (CFS) 9.09 min. 4.840(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.300 to Point/Station 620.100 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation -251.800(Ft.) Lowest elevation -234.000(Ft.) 120.000(Ft. I Elevation difference -17.800(Ft.) Slope -14.833 % Top of Initial Area Slope adjusted by User to 14.500 % Bottom of Initial Area Slope adjusted by User to 14.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 14.50 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 3.91 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slope(l/3)] TC -[l.8*(1.1-0.5700)*( 100.000A.5)/( 14.SOOA(l/3)]-3.91 The initial area total distance of 120.00 (Ft.) entered leaves a remaining distance of 20.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.16 minutes for a distance of 20.00 (Ft. I and a slope of 14.50 % with an elevation difference of 2.90(Ft.) from the end of the top area Tt -[11.9*length(Mi)A3)/(elevation change(Ft.)) JA.385 *60(min/hr) 0.165 Minutes Tt-[(ll.9*0.0038A3)/( 2.90)]A.385-0.16 Total initial area Ti 3.91 minutes from Figure 3-3 formula plus 0.16 minutes from the Figure 3-4 formula= 4.08 minutes Calculated TC of 4.077 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 -0.570 Subarea runoff -1.906(CFS) Total initial stream area= 0.470(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 540.300 to Point/Station 620.100 124 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ 0.470(Ac.) Runoff from this stream l.906(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.08 min. 7 .114 I In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) I In/Hr) 1 17.608 9.09 4.840 2 1. 906 4. 08 7 .114 Qmax(l) 1. 000 * 1.000 * 17.608) + 0.680 * 1. 000 * 1.906) + 18.904 Qmax(2) 1. 000 * 0.449 * 17.608) + 1.000 * 1. 000 * 1. 906) + 9.808 Total of 2 main streams to confluence: Flow rates before confluence point: 17.608 1.906 Maximum flow rates at confluence using above data: 18.904 9.808 Area of streams before confluence: 6.810 0.470 Results of confluence: Total flow rate~ 18.904(CFS) Time of concentration 9.085 min. Effective stream area after confluence 7 .280 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 710.100 to Point/Station 800.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** 228. 600 (Ft. I Upstream point/station elevation= Downstream point/station elevation Pipe length 135.00(Ft.) Slope No. of pipes~ 1 Required pipe flow 2 0 0. 0 3 0 I Ft. I 0.2116 Manning's N 18.904(CFSJ Given pipe size~ 18.00(In.J Calculated individual pipe flow 18.904 (CFS) Normal flow depth in pipe~ 7.82(In.J Flow top width inside pipe~ 17.84 (In.) Critical depth could not be calculated. Pipe flow velocity~ 25.67(Ft/s) Travel time through pipe 0.09 min. Time of concentration (TC) 9.17 min. End of computations, total study area= 125 7. 280 (Ac. I 0.013 .. • • • ---------.. -.. ---------.. -.. ---- • --• • • .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/16/17 POINSETTIA 100 YEAR PROPOSED HYDROLOGY CALCULATIONS BASIN 84-SOUTH END OF POINSETTIA JN 141018 CALCS BY NF ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.700 24 hour precipitation(inches) ~ 4.700 P6/P24 ~ 57.4% San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 760.000 to Point/Station 740.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial ) Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance 128.000(Ft.) Highest elevation~ 255.500(Ft.) Lowest elevation~ 251.500(Ft.) Elevation difference 4.000(Ft.) Slope~ 3.125 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.13 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.53 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3) J 126 TC~ [1.8*(1.1-0.8700)*( 80.000'.5)/( 3.125'(1/3)]~ 2.53 The initial area total distance of 128.00 (Ft.) entered leaves a remaining distance of 48.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.58 minutes for a distance of 48.00 (Ft.) and a slope of 3.13 % with an elevation difference of l.50(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.) I J'.385 *60(min/hr) 0.584 Minutes Tt~[(ll.9*0.0091'3)/( 1.50)]".385~ 0.58 Total initial area Ti 2.53 minutes from Figure 3-3 formula plus 0.58 minutes from the Figure 3-4 formula= 3.12 minutes Calculated TC of 3.117 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 740.000 to Point/Station 750.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.235(Ft.), Average velocity~ ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 2 0.00 0.17 3 1. 5 0 4 20.50 Manning's 'N' friction factor 0.015 Sub-Channel flow 2.073(CFS) 0.50 0.00 0.12 0.50 flow top width -7.18l(Ft.) velocity~ 3.60l(Ft/s) area~ 0.576(Sq.Ft) Froude number~ 2.241 Upstream point elevation= Downstream point elevation Flow length~ 380.000(Ft.) Travel time 1.76 min. 2 51. 5 0 0 I Ft. I 236.500(Ft.) Time of concentration= 4.88 min. Depth of flow~ 0.235(Ft.) Average velocity~ 3.60l(Ft/s) Total irregular channel flow -2.073(CFS) 2.073(CFS) 3.60l(Ft/s) Irregular channel normal depth above invert elev. 0.235(Ft.) Average velocity of channel(s) 3.60l(Ft/s) Adding area flow to channel Calculated TC of 4.876 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations 127 -• ----.. --- • • -- • - • • ---.. ----.. --- • • • • • • • • ---.. ---• -• ---------------------• ----.. .. Rainfall intensity (II -7.114(In/Hr) for a 0.000 100.0 year storm Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 A B 0.000 C 0.000 D 1. 000 Rainfall intensity -7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.870 CA -0.505 3.033(CFS) for 0.490(Ac.) Subarea runoff= Total runoff= Depth of flow - 3.590(CFS) Total area - 0.273(Ft.), Average velocity - 0. 580 (Ac. I 4 .092 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 750.000 to Point/Station 780.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 55.00(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -18.00(In.) 232.000(Ft.) 231.590(Ft.) 0.0075 Manning's N 3.590(CFS) Calculated individual pipe flow 3.590(CFS) Normal flow depth in pipe -7.87 (In.) Flow top width inside pipe -17.86(In.) Critical Depth -8.68(In.) Pipe flow velocity -4.83(Ft/s) Travel time through pipe= 0.19 min. Time of concentration (TC) = 5.07 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 750.000 to Point/Station 780.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area -0.580(Ac.) Runoff from this stream 3.590(CFS) Time of concentration= Rainfall intensity= 5.07 min. 7.054(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 760.000 to Point/Station 770.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A Decimal fraction soil group B 0.000 0.000 128 Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 0.000 1. 000 Initial subarea total flow distance 112.000(Ft.) Highest elevation~ 255.500(Ft.) Lowest elevation~ 252.lOO(Ft.) Elevation difference 3.400(Ft.) Slope~ 3.036 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.04 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC~ [l.8*(1.l-C)*distance(Ft.)".5)/(% TC~ [l.8*(1.1-0.8700)*( 80.000".5)/( 2.56 minutes slope" (1/3) J 3.036"(1/3)]~ 2.56 The initial area total distance of 112.00 (Ft.) entered leaves a remaining distance of 32.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.43 minutes for a distance of 32.00 (Ft.) and a slope of 3.04 % with an elevation difference of 0.97(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)"3)/(elevation change(Ft.)) J".385 *60(min/hr) 0.432 Minutes Tt~[(ll.9*0.0061"3)/( 0.97)]".385~ 0.43 Total initial area Ti 2.56 minutes from Figure 3-3 formula plus 0.43 minutes from the Figure 3-4 formula= 2.99 minutes Calculated TC of 2.990 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II ~ 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q~KCIA) is C -0.870 Subarea runoff -0.495(CFS) Total initial stream area= 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 770.000 to Point/Station 780.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.23l(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 0.17 1. 50 20.50 Manning's 'N' friction factor 'Y' coordinate 0.50 0.00 0.12 0.50 0.015 Sub-Channel flow 1.980(CFS) flow top width -6.97l(Ft.) 129 l.980(CFS) 3.626(Ft/s) -----------• ---.. • • • • • .. -.. • .. -.. • - • .. • .. • • • • .. .. .. ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. .. .. .. velocity~ 3.626(Ft/s) area~ 0.546(Sq.Ft) Froude number~ 2.283 Upstream point elevation= Downstream point elevation Flow length~ 378.000(Ft.) Travel time 1.74 min . 252.lOO(Ft.) 236.SOO(Ft.) Time of concentration= 4.73 min. Depth of flow~ 0.23l(Ft.) Average velocity~ 3.626(Ft/s) Total irregular channel flow~ l.980(CFS) Irregular channel normal depth above invert elev. 0.231(Ft.) Average velocity of channel(s) 3.626(Ft/s) Adding area flow to channel Calculated TC of 4.727 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II ~ 7.114(In/Hr) for a 100.0 year storm 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 I Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 Rainfall intensity~ 7.114(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.870 CA~ 0.487 2.97l(CFS) for 0.480(Ac.) Subarea runoff= Total runoff~ Depth of flow~ 3.466(CFS) Total area~ 0.268(Ft.), Average velocity~ 0.560(Ac.) 4.128(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.000 to Point/Station 780.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 23.SO(Ft.) Slope No. of pipes - 1 Required pipe flow Given pipe size -18.00(In.) 232.000(Ft.) 231.590(Ft.) 0.0174 Manning's N 3.466(CFS) Calculated individual pipe flow 3.466(CFS) Normal flow depth in pipe -6.13(In.) Flow top width inside pipe -17.06(In.) Critical Depth~ 8.52(In.) Pipe flow velocity~ 6.52(Ft/s) Travel time through pipe= 0.06 min . Time of concentration (TC) = 4.79 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.000 to Point/Station 780.100 130 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ 0.560(Ac.) Runoff from this stream 3.466(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 4.79 min. 7 .114 ( In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 3.590 5.07 7.054 2 3.466 4. 79 7 .114 Qmax(l) 1. 000 * 1.000 * 3. 590 I + 0. 992 * 1.000 * 3. 4 66 I + 7.027 Qmax(2) 1. 000 * 0.945 * 3.590) + 1. 000 * 1. 000 * 3. 4 66) + 6.858 Total of 2 main streams to confluence: Flow rates before confluence point: 3.590 3.466 Maximum flow rates at confluence using above data: 7.027 6.858 Area of streams before confluence: 0.580 0.560 Results of confluence: Total flow rate~ 7.027(CFS) Time of concentration 5.065 min. Effective stream area after confluence l.140(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.100 to Point/Station 780.200 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 65.99(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 231.260(Ft.) 230.760(Ft.) 0.0076 Manning's N 7 .027 (CFS) Calculated individual pipe flow 7.027(CFS) Normal flow depth in pipe~ ll.84(In.) Flow top width inside pipe~ 17.08(In.) Critical Depth~ 12.30(In.) Pipe flow velocity~ 5.7l(Ft/s) Travel time through pipe~ 0.19 min. Time of concentration (TC) = 5.26 min. 131 0.013 -• -----.. ---• ---.. ---... -• ---.. -... -.. ---• -• -• ------ • -• • -------------- • ------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.200 to Point/Station 780.300 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 115.20(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 230.430 (Ft.) 229.300(Ft.) 0.0098 Manning's N 7 .027 (CFS) Calculated individual pipe flow 7.027(CFS) Normal flow depth in pipe~ 10.84 (In.) Flow top width inside pipe~ 17.62(In.) Critical Depth~ 12.30(In.) Pipe flow velocity~ 6.32(Ft/s) Travel time through pipe= 0.30 min. Time of concentration (TC) = 5.56 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.200 to Point/Station 780.300 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area= Runoff from this stream Time of concentration= Rainfall intensity= l.140(Ac.) 7.027(CFS) 5.56 min. 6.642(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.400 to Point/Station 780.300 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space I Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 A B C D 0.000 0.000 0.000 1.000 Initial subarea total flow distance 195.000(Ft.) Highest elevation~ 252.000(Ft.) Lowest elevation~ 228.SOO(Ft.) Elevation difference 23.200(Ft.) Slope~ 11.897 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 11.90 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 132 Initial Area Time of Concentration= 5.91 minutes TC -[l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3) J TC -[l.8*(1.1-0.3500)*( 100.000A.5)/( 11.897'(1/3)]-5.91 The initial area total distance of 195.00 (Ft.) entered leaves a remaining distance of 95.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.59 minutes for a distance of 95.00 (Ft.) and a slope of 11.90 % with an elevation difference of ll.30(Ft.) from the end of the top area Tt -[ll.9*length(Mi)A3)/(elevation change(Ft.) I ]A.385 *60(min/hr) 0.591 Minutes Tt-[(ll.9*0.0180A3)/( ll.30)JA.385-0.59 Total initial area Ti= 5.91 minutes from 0.59 minutes from the Figure 3-4 formula Rainfall intensity (I) -6.004(In/Hr) Effective runoff coefficient used for area Subarea runoff -0.862(CFS) Figure 3-3 formula plus 6.50 minutes for a 100.0 year storm (Q-KCIA) is C -0.350 Total initial stream area= 0.410 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.400 to Point/Station 780.300 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area -0.410(Ac.) Runoff from this stream 0.862(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.50 min. 6. 004 I In/Hr) Stream No. Flow rate (CFS) TC (min) 1 7. 027 5.56 2 0.862 6.50 Qmax(l) 1. 000 * 1.000 * 7. 027 I 1. 000 * 0.855 * o. 8 62 I Qmax(2) 0.904 * 1.000 * 7.027) 1.000 * 1.000 * 0.862) Total of 2 main streams to confluence: Flow rates before confluence point: 7.027 0.862 Rainfall Intensity I In/Hr) 6.642 6.004 + + 7.763 + + 7.213 Maximum flow rates at confluence using above data: 7.763 7.213 Area of streams before confluence: 1.140 0.410 Results of confluence: 133 -• -----.. ---.. -- • - • • • • • - • • • • • • • • .. • .. • .. • .. • .. .. .. .. .. .. .. .. .. .. .. .. ... .. .. .. ... .. ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. Total flow rate~ 7.763(CFS) Time of concentration 5.562 min. Effective stream area after confluence l.550(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 780.300 to Point/Station 790.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 259.40(Ft.) Slope No. of pipes= 1 Required pipe flow 225.200(Ft.) 201.030(Ft.) 0.0932 Manning's N 7.763(CFS) Given pipe size~ 18.00(In.) Calculated individual pipe flow 7.763(CFS1 Normal flow depth in pipe~ 6.03(In.) Flow top width inside pipe~ 16.99(In.) Critical Depth~ 12.95(In.) Pipe flow velocity~ 14.95(Ft/s) Travel time through pipe= 0.29 min . Time of concentration (TC) 5.85 min. End of computations, total study area= 134 1.550 (Ac.) 0.013 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/16/17 POINSETTIA PROPOSED 100 YEAR HYDROLOGY BASIN B5 JN 141018 CALCS BY NF ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 24 hour precipitation(inches) = P6/P24 -57.4% 2.700 4.700 San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 820.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 A B C D 0.000 0.000 0.000 1.000 Initial subarea total flow distance 100.000(Ft.) Highest elevation -245.680(Ft.) Lowest elevation -243.850(Ft.) Elevation difference l.830(Ft.) Slope -1.830 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.83 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration 2.83 minutes 135 .. .. .. .. .. .. .. ... .. .. .. .. .. .. • .. • .. .. -- - - ---.. -.. • .. • ---------- • --------------------------- TC -[1.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] TC -[1.8*(1.1-0.8700)*( 70.000'.5)/( 1.830'(1/3)]-2.83 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 30.00 (Ft.) and a slope of 1.83 % with an elevation difference of 0.55(Ft.) from the end of the top area Tt -[11.9*length(Mi)'3)/(elevation change(Ft.) )J'.385 *60(min/hr) 0.500 Minutes Tt-[(ll.9*0.0057'3)/( 0.55)]'.385-0.50 Total initial area Ti 2.83 minutes from Figure 3-3 formula plus 0.50 minutes from the Figure 3-4 formula -3.33 minutes Calculated TC of 3.332 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 -0.928(CFS) Total initial stream area= 0.150 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 830.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.297(Ft.), Average velocity - ******* Irregular Channel Data *********** 3.808(CFS) 3.407 (Ft/s) ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 0.17 1. 50 20.50 Manning's 1 N' friction factor 'Y' coordinate 0.50 0.00 0.12 0.50 0.015 ----------------------------------------------------------------- Sub-Channel flow 3.809(CFS) flow top width -10.302(Ft.) velocity-3.407(Ft/s) area -l.118(Sq.Ft) Froude number= 1.823 Upstream point elevation -243.850(Ft.) Downstream point elevation 232.540(Ft.) Flow length -481.000(Ft.) Travel time 2.35 min. Time of concentration= 5.68 min. Depth of flow -0.297(Ft.) Average velocity -3.407(Ft/s) Total irregular channel flow -3.808(CFS) Irregular channel normal depth above invert elev. 0. 297 I Ft.) Average velocity of channel(s) 3.407(Ft/s) Adding area flow to channel Rainfall intensity (I) -6.549(In/Hr) for a 100.0 year storm 136 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 Rainfall intensity~ 6.549(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.870 CA~ 1.009 5.68l(CFS) for l.OlO(Ac.) Subarea runoff= Total runoff= Depth of flow~ 6.609(CFS) Total area~ 0.348 (Ft.), Average velocity~ l.160(Ac.) 3.893(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 820.000 to Point/Station 830.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area~ l.160(Ac. I Runoff from this stream 6.609(CFS) Time of concentration= Rainfall intensity= 5.68 min. 6.549(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 840.000 to Point/Station 841.000 **** 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 110.000(Ft.) Highest elevation~ 237.700(Ft.) Lowest elevation~ 234.llO(Ft.) Elevation difference 3.590(Ft.) Slope~ 3.264 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.26 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC~ [1.8* (l.l-C)*distance(Ft.)".5)/(% TC~ [l.8*(1.1-0.8700)*( 80.000".5)/( 2.50 minutes slope"(l/3)] 3.264" (l/3) J~ 2.50 The initial area total distance of 110.00 (Ft.) entered leaves a 137 -• ---.. -------.. ---.. -.. -------------• ---- ---------.. -----------------.. ---.. -.. -.. - remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.40 minutes for a distance of 30.00 (Ft.) and a slope of 3.26 % with an elevation difference of 0.98(Ft.) from the end of the top area Tt -[11.9*length(Mi)A3)/(elevation change(Ft.)) ]A.385 *60(min/hr) 0.400 Minutes Tt-[(ll.9*0.0057'3)/( 0.98)]A.385-0.40 Total initial area Ti 2.50 minutes from Figure 3-3 formula plus 0.40 minutes from the Figure 3-4 formula= 2.90 minutes Calculated TC of 2.896 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II -7.114 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C -0.870 Subarea runoff= 0.495 (CFS) Total initial stream area= 0.080(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 841.000 to Point/Station 830.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.274(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 1 x 1 coordinate 0.00 'Y' coordinate 0.50 2 0.17 0.00 3 1. 50 0.12 4 20.50 0.50 Manning's 'N' friction factor 0.015 Sub-Channel flow l.454(CFS) flow top width -9.107(Ft.) velocity-1.638(Ft/s) area -0.887(Sq.Ft) Froude number= 0.925 Upstream point elevation= Downstream point elevation Flow length -250.000(Ft.) Travel time 2.54 min. 234 .110 (Ft. I 232.540(Ft.) Time of concentration= 5.44 min. Depth of flow -0.274 (Ft.) Average velocity -1.638(Ft/s) Total irregular channel flow= 1.453 (CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C l.638(Ft/s) 6.737(In/Hr) 0.000 0.000 0.000 138 for a 1.453 (CFS) 1. 638 (Ft/s) 0.274 (Ft. I 100.0 year storm Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 1. 000 Rainfall intensity~ 6.737(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.870 CA~ 0.348 Subarea runoff= Total runoff~ Depth of flow ~ 1. 849 (CFS) for 0.320 (Ac.) 2.345(CFS) Total area= 0.312(Ft.), Average velocity~ 0. 400 (Ac.) 1.837(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 841.000 to Point/Station 830.000 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ 0.400(Ac.) Runoff from this stream 2.345(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.44 min. 6.737(In/Hr) Stream Flow rate TC Rainfall Intensity No. (CFS) (min) I In/Hr) 1 6.609 5.68 6.549 2 2.345 5.44 6.737 Qmax(l) 1.000 * 1. 000 * 6.609) + 0.972 * 1. 000 * 2.345) + 8.888 Qmax(2) 1. 000 * 0.957 * 6.609) + 1.000 * 1.000 * 2. 34 5 I + 8.669 Total of 2 main streams to confluence: Flow rates before confluence point: 6.609 2.345 Maximum flow rates at confluence using above data: 8.888 8.669 Area of streams before confluence: 1.160 0.400 Results of confluence: Total flow rate~ 8.888(CFS1 Time of concentration 5.685 min. Effective stream area after confluence 1. 5 60 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 139 -.. -.. ---... ---.. -.. ---.. -------.. ------------ ----.. -.. -.. ---.. ---.. ----.. .. --------------- Process from Point/Station 830.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 82.SO(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size -18.00(In.) 226.540 (Ft. I 224.890(Ft.) 0.0200 Manning's N 8.888(CFS) Calculated individual pipe flow 8.888(CFS) Normal flow depth in pipe -10.03(In.) Flow top width inside pipe -17.88(In.) Critical Depth -13.85(In.) Pipe flow velocity -8.78(Ft/s) Travel time through pipe -0.16 min. Time of concentration (TC) = 5.84 min. 860.200 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 830.000 to Point/Station 860.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area -l.560(Ac.) Runoff from this stream 8.888(CFS) Time of concentration= Rainfall intensity= Program is now starting 5.84 min. 6.435(In/Hr) with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 840.000 to Point/Station 843.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 A 0.000 B 0.000 C 0.000 D 1. 000 Initial subarea total flow distance 114.000(Ft.) Highest elevation -237.670(Ft.) Lowest elevation -234.llO(Ft.) Elevation difference 3.560(Ft.) Slope -3.123 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.12 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC [l.8*(1.l-C)*distance(Ft.)A.5)/(% TC -[l.8*(1.1-0.8700)*( 80.000A.5)/( 140 2.53 minutes slope (1/3 I J 3.12JA(l/3)]-2.53 The initial area total distance of 114.00 (Ft.) entered leaves a remaining distance of 34.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.45 minutes for a distance of 34.00 (Ft.) and a slope of 3.12 % with an elevation difference of 1.06(Ft.) from the end of the top area Tt -[11.9*length(Mi)A3)/(elevation change(Ft.)) JA.385 *60(min/hr) 0.448 Minutes Tt-[ (11.9*0.0064A3)/( 1.06)]A.385-0.45 Total initial area Ti 2.53 minutes from Figure 3-3 formula plus 0.45 minutes from the Figure 3-4 formula= 2.98 minutes Calculated TC of 2.981 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II -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 843.000 to Point/Station 860.200 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.280(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X 1 coordinate 0.00 0.17 1.50 20.50 'Y' coordinate 0.50 0.00 0.12 0.50 Manning's 1 N1 friction factor 0.015 Sub-Channel flow 1.530(CFS) flow top width -9.41l(Ft.) velocity-l.622(Ft/s) area -0.943(Sq.Ft) Froude number -0.903 Upstream point elevation -234.llO(Ft. I Downstream point elevation 232.540(Ft.) Flow length -265.000(Ft.) Travel time 2.72 min. Time of concentration= 5.71 min. Depth of flow -0.280(Ft.) Average velocity -1.622(Ft/s) Total irregular channel flow -l.530(CFS) Irregular channel normal depth Average velocity of channel(s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B above invert elev. l.622(Ft/s) 6.534(In/Hr) for a 0.000 0.000 141 l.530(CFS) 1.622(Ft/s) 0.280(Ft.) 100.0 year storm .. .. .. ... .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. • .. -.. -.. .. .. .. .. .. .. .. .. .. .. .. .. -------- • ---------------.. -------... -.. --- Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 0.000 1. 000 Rainfall intensity= 6.534 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.870 CA~ 0.374 l.887(CFS) for 0.340(Ac.) Subarea runoff= Total runoff~ Depth of flow~ 2.444(CFS) Total area~ 0.319(Ft.), Average velocity~ 0.430(Ac.) 1.815 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 843.000 to Point/Station 860.200 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ 0.430(Ac. I Runoff from this stream 2.444(CFS) Time of concentration= Rainfall intensity= Program is now starting 5.71 min. 6.534(In/Hr) with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 842.000 to Point/Station 860.200 **** 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 335.000(Ft.) Highest elevation~ 242.320(Ft.) Lowest elevation~ 232.540(Ft.) Elevation difference -9.780(Ft.) Slope~ 2.919 % Top of Initial Area Slope adjusted by User to 1.820 % Bottom of Initial Area Slope adjusted by User to 1.820 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.82 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC~ [1.8*(1.l-C)*distance(Ft.)A.5)/(% TC~ [l.8*(1.1-0.8700)*( 70.000A.5)/( 2.84 minutes slope A (1/3 I l 1.820A (1/3) ]-2.84 The initial area total distance of 335.00 (Ft.) entered leaves a 142 remaining distance of 265.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.68 minutes for a distance of 265.00 (Ft.) and a slope of 1.82 % with an elevation difference of 4.82(Ft.) from the end of the top area Tt ~ [11.9*length(Mi)'3)/(elevation change(Ft.) I ]'.385 *60(min/hr) 2.681 Minutes Tt~[(ll.9*0.0502A3)/( 4.82)]'.385~ 2.68 Total initial area Ti 2.84 minutes from Figure 3-3 formula plus 2.68 minutes from the Figure 3-4 formula 5.52 minutes Rainfall intensity (II ~ 6.675(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q~KCIA) is C ~ 0.870 Subarea runoff~ 2.904 (CFS) Total initial stream area= 0.500(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 842.000 to Point/Station 860.200 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area~ 0.500(Ac.) Runoff from this stream 2.904(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 5.52 min. 6.675(In/Hr) Stream No. Flow rate (CFS) TC (min I Rainfall Intensity (In/Hr) 1 8.888 5.84 6. 4 35 2 2.444 5.71 6.534 3 2.904 5.52 6. 67 5 Qmax(l) 1. 000 * 1.000 * 8.888) + 0.985 * 1.000 * 2.444) + 0. 964 * 1.000 * 2.904) + 14.094 Qmax(2) 1.000 * 0.977 * 8.888) + 1.000 * 1.000 * 2.444) + 0. 979 * 1.000 * 2.904) + 13. 967 Qrnax I 3 I 1.000 * 0.945 * 8.888) + 1. 000 * 0. 967 * 2. 4 4 4 I + 1. 000 * 1. 000 * 2.904) + 13.665 Total of 3 main streams to confluence: Flow rates before confluence point: 8.888 2.444 2.904 Maximum flow rates at confluence using above data: 14.094 13.967 13.665 Area of streams before confluence: 1.560 0.430 0.500 143 ----------.. ----.. -• -.. -• -.. -• ---.. -.,, ------ .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... .. Results of confluence: Total flow rate~ 14.094(CFS) Time of concentration 5.841 min . Effective stream area after confluence 2.490(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 860.200 to Point/Station 860.300 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 41.SO(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 24.00(In.) 224.090(Ft.) 223.800(Ft.) 0.0070 Manning's N 14.094(CFS) Calculated individual pipe flow 14.094(CFS) Normal flow depth in pipe~ 15.45(In.) Flow top width inside pipe~ 22.99(In.) Critical Depth~ 16.22(In.) Pipe flow velocity~ 6.60(Ft/s) Travel time through pipe= 0.10 min. Time of concentration (TC) = 5.95 min . 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 860.200 to Point/Station 860.300 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area~ 2.490(Ac.) Runoff from this stream 14.094 (CFS) Time of concentration= 5.95 min . Rainfall intensity~ 6.362(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 110.000 to Point/Station 870.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value~ 0.870 A 0.000 B 0.000 C 0.000 D 1.000 Initial subarea total flow distance Highest elevation -245.680(Ft.) Lowest elevation~ 243.860(Ft.) 144 100.000(Ft.) Elevation difference l.820(Ft.) Slope~ 1.820 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 1.82 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration TC~ [l.8*(1.l-C)*distance(Ft.)'.5)/(% TC~ [1.8*(1.1-0.8700)*( 70.000'.5)/( 2.84 minutes slope' (1/3) l 1.820' (1/3) ]~ 2.84 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 30.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.50 minutes for a distance of 30.00 (Ft.) and a slope of 1.82 % with an elevation difference of 0.55(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.)) ]'.385 *60(min/hr) 0.501 Minutes Tt~[(ll.9*0.0057'3)/( 0.55)]'.385~ 0.50 Total initial area Ti 2.84 minutes from Figure 3-3 formula plus 0.50 minutes from the Figure 3-4 formula= 3.34 minutes Calculated TC of 3.338 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~ 0.743(CFS) Total initial stream area= 0.120 (Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 870.000 to Point/Station 880.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.246(Ft.), Average velocity~ ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 0.17 1. 50 20.50 'Y' coordinate 0.50 0.00 0.12 0.50 Manning's 'N 1 friction factor 0.015 Sub-Channel flow 2.073(CFS) flow top width -7.717(Ft.) velocity~ 3.165(Ft/s) area~ 0.655(Sq.Ft) Froude number~ 1.914 Upstream point elevation= Downstream point elevation Flow length~ 220.000(Ft.) Travel time 1.16 min. 2 4 3. 8 6 0 (Ft. ) 237.650(Ft.) Time of concentration= 4.50 min. 145 2.073(CFS) 3.165 (Ft/s) ------------------------------ • --• -• • • ---.. ---.. -----------------.. ------------ Depth of flow -0.246(Ft.) Average velocity 3.165(Ft/s) Total irregular channel flow -2.073(CFS) Irregular channel normal depth above invert elev. 0.246(Ft.) Average velocity of channel(s) 3.165(Ft/s) Adding area flow to channel Calculated TC of 4.497 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (II -7.114(In/Hr) for a 100.0 year storm 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 [INDUSTRIAL area type (General Industrial Impervious value, Ai= 0.950 Sub-Area C Value -0.870 1. 000 Rainfall intensity -7.114 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.870 CA -0.478 Subarea runoff= Total runoff - Depth of flow - 2.66l(CFS) for 0.430(Ac.) 3.404(CFS) Total area - 0.28l(Ft.), Average velocity - 0.550(Ac.) 3.556(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 870.000 to Point/Station 880.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area -0.550(Ac.) Runoff from this stream 3.404(CFS) Time of concentration Rainfall intensity= 4.50 min. 7 .114 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 871.000 to Point/Station 880.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 146.000(Ft.) Highest elevation -243.300(Ft.) Lowest elevation -237.650(Ft.) Elevation difference 5.650(Ft.) Slope -3.870 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) 146 for the top area slope value of 3.87 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 5.92 minutes TC~ [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3) J TC~ [1.8*(1.1-0.5700)*( 95.000A.5)/( 3.870A(l/3)J~ 5.92 The initial area total distance of 146.00 (Ft.) entered leaves a remaining distance of 51.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.56 minutes for a distance of 51.00 (Ft. I and a slope of 3.87 % with an elevation difference of 1.97(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)A3)/(elevation change(Ft.)) ]A.385 *60(min/hr) 0.564 Minutes Tt~[(ll.9*0.0097'3)/( 1.97)JA.385~ 0.56 Total initial area Ti 5.92 minutes from Figure 3-3 formula plus 0.56 minutes from the Figure 3-4 formula 6.49 minutes Rainfall intensity (II ~ 6.014 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q~KCIA) is C ~ 0.570 Subarea runoff= 0.411(CFS) Total initial stream area= 0.120 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 871.000 to Point/Station 880.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 2 in normal stream number 2 Stream flow area~ 0.120(Ac.) Runoff from this stream 0.411(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 6.49 min. 6. 014 (In/Hr) Stream Flow rate TC No. (CFS) (min) 1 3.404 4. 50 2 0. 411 6.49 Qmax(l) 1.000 * 1.000 * 3. 4 04 I 1.000 * 0.693 * o. 411 I Qmax(2) 0.845 * 1.000 * 3.404) 1. 000 * 1. 000 * 0. 411) Total of 2 streams to confluence: Flow rates before confluence point: 3.404 0.411 Rainfall Intensity I In/Hr) 7 .114 6.014 + + 3.689 + + 3.289 Maximum flow rates at confluence using above data: 3.689 3.289 Area of streams before confluence: 0.550 0.120 Results of confluence: 147 -.. -------------.. -----• -.. ---.. .. - -.. -- • -------... -... ---------------------------- Total flow rate~ 3.689(CFS) Time of concentration 4.497 min. Effective stream area after confluence 0.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 880.000 to Point/Station 910.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 34.SO(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 231. 950 (Ft. I 231.260 (Ft. I 0.0200 Manning's N 3.689(CFS) Calculated individual pipe flow 3.689(CFS) Normal flow depth in pipe~ 6.ll(In.) Flow top width inside pipe~ 17.0S(In.) Critical Depth~ 8.80(In.) Pipe flow velocity~ 6.97(Ft/s) Travel time through pipe= Time of concentration (TC) = 0.08 min. 4.58 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 880.000 to Point/Station 910.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area~ 0.670(Ac.) Runoff from this stream 3.689(CFS) Time of concentration Rainfall intensity= 4.58 min. 7 .114 (In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 890.000 to Point/Station 900.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less Impervious value, Ai ~ 0.400 Sub-Area C Value ~ 0.570 Initial subarea total flow distance 87.000(Ft.) Highest elevation -242.900(Ft.) Lowest elevation -242.000(Ft.) Elevation difference 0.900(Ft.) Slope -1.034 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 7.3 DU/A or Less 1.03 %, in a development type of 148 In Accordance With Figure 3-3 Initial Area Time of Concentration 7.61 minutes TC~ [l.8*(1.l-C)*distance(Ft.)".5)/(% slope'(l/3)] TC~ [1.8*(1.1-0.5700)*( 65.000".5)/( 1.034'(1/3)]~ 7.61 The initial area total distance of 87.00 (Ft.) entered leaves a remaining distance of 22.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.49 minutes for a distance of 22.00 (Ft.) and a slope of 1.03 % with an elevation difference of 0.23(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.) I ]'.385 *60(min/hr) 0.491 Minutes Tt~[(ll.9*0.0042'3)/( 0.23)]'.385~ 0.49 Total initial area Ti 7.61 minutes from 0.49 minutes from the Figure 3-4 formula Rainfall intensity (I) ~ 5.213(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 8.10 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.570 Subarea runoff= 0.267 (CFS) Total initial stream area= 0.090(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 900.000 to Point/Station 910.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.135(Ft.), Average velocity~ ******* Irregular Channel Data*********** 1.130 (CFS) 2.523(Ft/s) ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 1 2 3 'X' coordinate 0.00 0.17 10.00 Manning 1 s 'N' friction factor 'Y' coordinate 0.50 0.00 0.20 0.015 ----------------------------------------------------------------- Sub-Channel flow 1.130(CFS) flow top width~ 6.659(Ft.) velocity~ 2.523(Ft/s) area~ 0.448(Sq.Ft) Froude number= 1.714 Upstream point elevation= 242.000(Ft.) Downstream point elevation 237.650(Ft.) Flow length~ 180.000(Ft.) Travel time 1.19 min. Time of concentration= 9.29 min. Depth of flow~ 0.135(Ft.) Average velocity~ 2.523(Ft/s) Total irregular channel flow= 1.130(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) Adding area flow to channel Rainfall intensity (II ~ Decimal fraction soil group A 2.523(Ft/s) 4. 772 I In/Hr) 0.000 149 for a 0. 135 I Ft. I 100.0 year storm -• -------- ------• .. • -----• -• -.. -- • ----- ---.. -.. --------------------.. ----------- Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value -0.570 0.000 0.000 1. 000 Rainfall intensity -4.772(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.399 Subarea runoff -1.637(CFS) for 0.610(Ac.) Total runoff -1. 904 (CFS) Total area -0.700(Ac.) Depth of flow -0.164(Ft.), Average velocity -2. 874 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 900.000 to Point/Station 910.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area -0.700(Ac.) Runoff from this stream 1.904 (CFS) Time of concentration= Rainfall intensity= Summary of stream data: 9.29 min. 4.772(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity ( In/Hr) 1 3.689 4.58 7 .114 2 1.904 9.29 4. 772 Qmax(l) 1. 000 * 1. 000 * 3. 689) + 1.000 * 0. 4 93 * 1. 904 I + 4.628 Qmax(2) 0.671 * 1. 000 * 3. 689) + 1. 000 * 1. 000 * 1.904) + 4.379 Total of 2 streams to confluence: Flow rates before confluence point: 3.689 1.904 Maximum flow rates at confluence using above data: 4.628 4.379 Area of streams before confluence: 0.670 0.700 Results of confluence: Total flow rate -4.628(CFS) Time of concentration 4.579 min. Effective stream area after confluence 1. 370 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 910.000 to Point/Station 910.100 150 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 142.60(Ft.) Slope No. of pipes= 1 Required pipe flow Given pipe size= 18.00(In.) 230.930(Ft.) 2 2 3. 8 0 0 I Ft. I 0.0500 Manning's N 4. 628 (CFS) Calculated individual pipe flow 4.628(CFS) Normal flow depth in pipe= 5.42(In.) Flow top width inside pipe= 16.51(In.) Critical Depth= 9.91(In.) Pipe flow velocity= 10.33(Ft/s) Travel time through pipe= 0.23 min. Time of concentration (TC) = 4.81 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 910.000 to Point/Station 910.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 1.370(Ac.) Runoff from this stream 4.628(CFS) Time of concentration= Rainfall intensity= 4.81 min. 7 .114 (In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 920.000 to Point/Station 931.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance 90.000(Ft.) Highest elevation= 248.300(Ft.) Lowest elevation= 247.900(Ft.) Elevation difference 0.400(Ft.) Slope= 0.444 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.44 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration TC= [1.8*(1.l-C)*distance(Ft.)'.5)/(% TC= [l.8*(1.1-0.5700)*( 50.000'.5)/( 8.84 minutes slope' (1/3) l 0.444' 11/3) ]= 8.84 The initial area total distance of 90.00 (Ft.) entered leaves a 151 • • • ------------- --.. ---• • .. --• -• • - ---.. ---------------------------------- remaining distance of 40.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.08 minutes for a distance of 40.00 (Ft.) and a slope of 0.44 % with an elevation difference of 0.18(Ft.) from the end of the top area Tt -[ll.9*length(Mi)'3)/(elevation change(Ft.) I J'.385 *60(min/hr) 1. 076 Minutes Tt-[(ll.9*0.0076'3)/( 0.18)]'.385-1.08 Total initial area Ti 8.84 minutes from 1.08 minutes from the Figure 3-4 formula Rainfall intensity (I) -4.573(In/Hr) Effective runoff coefficient used for area Figure 3-3 formula plus 9.92 minutes for a 100.0 year storm (Q-KCIA) is C -0.570 Subarea runoff -0.235(CFS) Total initial stream area= 0.090 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 931.000 to Point/Station 931.100 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.194(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : Point number 'X' coordinate 1 0. 00 'Y' coordinate 0.50 2 0. 17 0.00 3 1. 50 0.12 4 17.00 0. 43 Manning's 'N' friction factor 0.015 Sub-Channel flow 0.769(CFS) flow top width -5.116(Ft.) velocity-2.376(Ft/s) area -0.324(Sq.Ft) Froude number -1.665 Upstream point elevation= Downstream point elevation Flow length -170.000(Ft.) 247.900(Ft.) 2 4 3. 8 7 0 I Ft. I Travel time 1.19 min. Time of concentration= 11.11 min. Depth of flow -0.194(Ft. I Average velocity -2.376(Ft/s) Total irregular channel flow= 0.769(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.376(Ft/s) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal Decimal [MEDIUM fraction soil group C fraction soil group D DENSITY RESIDENTIAL 4.250(In/Hr) 0.000 0.000 0.000 1. 000 152 for a 0. 769(CFS) 2.376(Ft/s) 0.194(Ft.) 100.0 year storm (7.3 DU/A or Less Impervious value, Ai= 0.400 Sub-Area C Value -0.570 Rainfall intensity -4.250(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.285 Subarea runoff= Total runoff= Depth of flow - 0.977(CFS) for 0. 410 (Ac.) l.2ll(CFS) Total area - 0.219(Ft.), Average velocity - 0.500(Ac.) 2.619(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 931.100 to Point/Station 932.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel Depth of flow -0.25l(Ft.), Average velocity - ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 'X' coordinate 0.00 'Y' coordinate 0.50 2 0 .17 0.00 3 1. 50 0.12 4 17.00 0.43 Manning's 'N' friction factor 0.015 Sub-Channel flow 1.897(CFS) flow top width -7.969(Ft.) velocity-2.732(Ft/s) area -0.694(Sq.Ft) Froude number -1.631 Upstream point elevation= Downstream point elevation Flow length -134.000(Ft.) Travel time 0.82 min. 243.870(Ft.) 241.150 (Ft. I Time of concentration= 11.93 min. Depth of flow -0.25l(Ft.) Average velocity -2.732(Ft/s) Total irregular channel flow= 1.897 (CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.732(Ft/s) Adding area flow to channel Rainfall intensity (I) - Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 4.060(In/Hr) 0.000 0.000 0.000 1.000 for a 1.897(CFS) 2.732(Ft/s) 0. 251 I Ft. I 100.0 year storm Rainfall intensity= 4.060(In/Hr) for a 100.0 year storm 153 .. • -----------• -• -• -• • • -• -• • -• • .. • .. - -------------------------------------- Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.570 CA~ 0.621 Subarea runoff= Total runoff= Depth of flow~ 1.3ll(CFS) for 0.590(Ac.) 2.523(CFS) Total area~ 0.271(Ft.), Average velocity~ 1.090(Ac.) 2.920(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 932.000 to Point/Station 933.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.326(Ft.), Average velocity~ ******* Irregular Channel Data*********** 3.156(CFS) 2.204(Ft/s) ----------------------------------------------------------------- Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 0.17 1. 50 17.00 Manning's 'N' friction factor 'Y' coordinate 0.50 0.00 0.12 0.43 0.015 ----------------------------------------------------------------- Sub-Channel flow 3.156(CFS) flow top width~ ll.737(Ft.) velocity~ 2.204(Ft/s) area~ 1.432(Sq.Ft) Froude number~ 1.112 Upstream point elevation= Downstream point elevation Flow length~ 132.000(Ft.) 2 41. 15 0 I Ft. I 240.040 (Ft. I Travel time 1.00 min. Time of concentration= 12.93 min. Depth of flow= 0.326(Ft.) Average velocity= 2.204 (Ft/s) Total irregular channel flow= 3.156(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.204 (Ft/s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 3.855(In/Hr) 0.000 0.000 0.000 1.000 for a 0.326(Ft.) 100.0 year storm Rainfall intensity= 3.855(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C ~ 0.570 CA= 0.958 Subarea runoff 1.169(CFS) for 0.590(Ac.) Total runoff~ 3.692(CFS) Total area= l.680(Ac.) 154 Depth of flow 0.34l(Ft.), Average velocity 2.290(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 933.000 to Point/Station 940.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow -0.353(Ft.), Average velocity - ******* Irregular Channel Data*********** Information entered for subchannel number 1 : 4.440(CFS) 2.508(Ft/s) Point number 1 'X' coordinate 0.00 'Y' coordinate 0.50 2 0.17 0.00 3 1. 50 0.12 4 17.00 0.43 Manning's 'N' friction factor 0.015 Sub-Channel flow 4.440(CFS) flow top width -13.107(Ft.) velocity-2.508(Ft/s) area -l.770(Sq.Ft) Froude number -1.203 Upstream point elevation= Downstream point elevation Flow length -120.000(Ft.) Travel time 0.80 min. 2 4 0. 0 4 0 I Ft. I 238.900(Ft.) Time of concentration= 13.72 min. Depth of flow -0.353(Ft.) Average velocity -2.508(Ft/s) Total irregular channel flow= 4.440(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 B C D 2.508(Ft/s) 3.709(In/Hr) 0.000 0.000 0.000 1.000 for a 0.353(Ft.) 100.0 year storm Rainfall intensity -3.709(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -1.385 Subarea runoff= Total runoff= Depth of flow - l.446(CFS) for 0.750(Ac.) 5.137 (CFS) Total area= 0.368(Ft.), Average velocity - 2.430(Ac.) 2.599(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 155 -------.. -------.. - .. -• -.. • ---- • .. • -• • -.. -----------------------... ------------ Process from Point/Station 933.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 1 Stream flow area~ 2.430(Ac.) Runoff from this stream 5.137(CFS) Time of concentration Rainfall intensity= 13. 72 min. 3.709(In/Hr) 940.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 935.000 to Point/Station 936.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai ~ 0.400 Sub-Area C Value ~ 0.570 Initial subarea total flow distance 260.000(Ft.) Highest elevation~ 247.000(Ft.) Lowest elevation~ 241.600(Ft.) Elevation difference 5.400(Ft.) Slope~ 2.077 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.08 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 6.69 minutes TC~ [l.8*(1.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC~ [l.8*(1.1-0.5700)*( 80.000A.5)/( 2.077'(1/3)]~ 6.69 The initial area total distance of 260.00 (Ft.) entered leaves a remaining distance of 180.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.89 minutes for a distance of 180.00 (Ft.) and a slope of 2.08 % with an elevation difference of 3.74 (Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)A3)/(elevation change(Ft.)) ]A.385 *60(min/hr) 1.892 Minutes Tt~[(ll.9*0.0341A3)/( 3.74)]A.385~ 1.89 Total initial area Ti 6.69 minutes from 1.89 minutes from the Figure 3-4 formula Rainfall intensity (II ~ 5.022(In/Hr) Effective runoff coefficient used for area Subarea runoff= 2.061 (CFS) Figure 3-3 formula plus 8.58 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.570 Total initial stream area= 0.720(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 936.000 to Point/Station 937.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** 156 Estimated mean flow rate at midpoint of channel= Depth of flow~ 0.304 (Ft.), Average velocity~ ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 1 'X' coordinate 0.00 'Y' coordinate 0.50 2 0.17 0.00 3 1. 50 0.12 4 17.00 0.43 Manning's 'N' friction factor 0.015 Sub-Channel flow 2.791(CFS) flow top width~ 10.622(Ft.) velocity~ 2.357(Ft/s) area~ l.184(Sq.Ft) Froude number= 1.244 Upstream point elevation= Downstream point elevation Flow length~ 41.500(Ft.) Travel time 0.29 min. 241.600(Ft.) 2 41. 15 0 I Ft. I Time of concentration= 8.87 min. Depth of flow~ 0.304(Ft.) Average velocity~ 2.356(Ft/s) Total irregular channel flow= 2.79l(CFS) Irregular channel normal depth above invert elev. Average velocity of channel(s) 2.356(Ft/s) Adding area flow to channel Rainfall intensity (II ~ Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value~ 0.570 4.914(In/Hr) 0.000 0.000 0.000 1.000 for a 2.791(CFS) 2.356(Ft/s) 0.304(Ft.) 100.0 year storm Rainfall intensity~ 4.914(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.570 CA~ 0.701 Subarea runoff= Total runoff~ Depth of flow ~ 1.384 (CFS) for 0.510(Ac.) 3.445(CFS) Total area= 0.322(Ft.), Average velocity~ 1.230 (Ac. I 2.479(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 937.000 to Point/Station 940.000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME**** Estimated mean flow rate at midpoint of channel Depth of flow~ 0.33l(Ft.), Average velocity~ ******* Irregular Channel Data*********** 157 3.704(CFS) 2.490(Ft/s) --------- W, ---.. ---• - ---.. ., • -• - -• -• ---• .. ------------------------------------- Information entered for subchannel number 1 : Point number 1 2 3 4 'X' coordinate 0.00 0.17 1. 50 17.00 Manning's 'N' friction factor 1 Y' coordinate 0.50 0.00 0.12 0.43 0.015 ----------------------------------------------------------------- Sub-Channel flow 3.704(CFS) flow top width -ll.975(Ft.) velocity-2.490(Ft/s) area -l.488(Sq.Ft) Froude number= 1.245 Upstream point elevation= Downstream point elevation Flow length -215.000(Ft.) Travel time 1.44 min. 2 41. 15 0 I Ft. I 238.900 (Ft. I Time of concentration= 10.31 min. Depth of flow -0.33l(Ft.) Average velocity -2.490(Ft/s) Total irregular channel flow -3.704(CFS) Irregular channel normal depth above invert elev. 0.33l(Ft.) Average velocity of channel(s) 2.490(Ft/s) Adding area flow to channel Rainfall intensity (I) -4.460(In/Hr) for a 100.0 year storm 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 1.000 Rainfall intensity -4.460(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C -0.570 CA -0.866 Subarea runoff -0.419(CFS) for 0.290(Ac.) Total runoff -3.864(CFS) Total area - Depth of flow -0.335(Ft.), Average velocity - 1.520 (Ac. I 2.515(Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 937.000 to Point/Station 940.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area -l.520(Ac.) Runoff from this stream 3.864(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream Flow rate 10.31 min. 4.460(In/Hr) TC 158 Rainfall Intensity No. (CFS) (min I (In/Hr) 1 5.137 13. 72 3.709 2 3.864 10.31 4. 4 60 Qmax(l) 1.000 * 1. 000 * 5.137) + 0.832 * 1. 000 * 3.864) + 8.351 Qmax(2) 1.000 * 0.751 * 5.137) + 1.000 * 1. 000 * 3.864) + 7.724 Total of 2 streams to confluence: Flow rates before confluence point: 5.137 3.864 Maximum flow rates at confluence using above data: 8.351 7.724 Area of streams before confluence: 2.430 1.520 Results of confluence: Total flow rate= 8. 351 (CFS) Time of concentration 13.724 min. Effective stream area after confluence 3. 950 (Ac. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 940.000 to Point/Station 950.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 181.00(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 232.700(Ft.) 229.080 (Ft. I 0.0200 Manning's N 8.351(CFS) Calculated individual pipe flow 8.351(CFS) Normal flow depth in pipe~ 9.66(In.) Flow top width inside pipe~ 17.95(In.) Critical Depth~ 13.43(In.) Pipe flow velocity~ 8.65(Ft/s) Travel time through pipe= 0.35 min. Time of concentration (TC) = 14.07 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 940.000 to Point/Station 950.000 **** CONFLUENCE OF MINOR STREAMS**** Along Main Stream number: 3 in normal stream number 1 Stream flow area~ 3.950(Ac.) Runoff from this stream 8.351(CFS) Time of concentration Rainfall intensity= 14.07 min. 3.650(In/Hr) 159 -----.. -----.. ------------ ------ • ---- ---------- • • -----.. ---------------.. ---- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 940.200 to Point/Station 950.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai ~ 0.400 Sub-Area C Value ~ 0.570 Initial subarea total flow distance 140.000(Ft.) Highest elevation~ 240.500(Ft.) Lowest elevation~ 238.300(Ft.) Elevation difference 2.200(Ft.) Slope~ 1.571 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 7.3 DU/A or Less 1.57 %, in a development type of In Accordance With Figure 3-3 Initial Area Time of Concentration 7.34 minutes TC~ [1.8* (l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC~ [l.8*(1.1-0.5700)*( 80.000".5)/( 1.571"(1/3)]~ 7.34 The initial area total distance of 140.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.90 minutes for a distance of 60.00 (Ft.) and a slope of 1.57 % with an elevation difference of 0.94(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)"3)/(elevation change(Ft.)) ]".385 *60(min/hr) 0.904 Minutes Tt~[(ll.9*0.0114"3)/( 0.94)]".385~ 0.90 Total initial area Ti 7.34 minutes from 0.90 minutes from the Figure 3-4 formula Rainfall intensity (I) ~ 5.153(In/Hr) Effective runoff coefficient used for area Subarea runoff -l.703(CFS) Figure 3-3 formula plus 8.24 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.570 Total initial stream area= 0.580(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 940.200 to Point/Station 950.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 3 in normal stream number 2 Stream flow area -0.580(Ac.) Runoff from this stream l.703(CFS) Time of concentration= Rainfall intensity= Summary of stream data: Stream No. Flow rate (CFS) 8.24 min. 5.153(In/Hr) TC (min) 160 Rainfall Intensity I In/Hr) 1 8.351 14.07 3.650 2 1.703 8.24 5.153 Qmax(l) 1.000 * 1.000 * 8.351) + 0.708 * 1.000 * 1.703) + 9.557 Qmax(2) 1.000 * 0.586 * 8.351) + 1.000 * 1. 000 * 1.703) + 6.596 Total of 2 streams to confluence: Flow rates before confluence point: 8.351 1.703 Maximum flow rates at confluence using above data: 9.557 6.596 Area of streams before confluence: 3.950 0.580 Results of confluence: Total flow rate= 9.557 (CFS) Time of concentration 14.073 min. Effective stream area after confluence 4.530(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 950.000 to Point/Station 950.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 63.80(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 228. 750 (Ft. I 2 2 3. 8 0 0 ( Ft. I 0.0776 Manning's N 9.557(CFS) Calculated individual pipe flow 9.557(CFS) Normal flow depth in pipe~ 7.08(In.) Flow top width inside pipe= Critical Depth~ 14.33(In.) 17.58(In.) Pipe flow velocity~ 14.8l(Ft/s) Travel time through pipe= 0.07 min. Time of concentration (TC) = 14.14 min. 0. 013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 950.000 to Point/Station 950.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area -4.530(Ac.) Runoff from this stream 9.557(CFS) Time of concentration= Rainfall intensity= 14.14 min. 3.638(In/Hr) Program is now starting with Main Stream No. 4 161 ---.. ---.. ---.. -.. - • ---.. -.. -------., ------ .. ----.. ---.. -.. --.. --------.. -------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 951.000 to Point/Station 910.100 **** INITIAL AREA EVALUATION**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C -0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai -0.400 Sub-Area C Value -0.570 Initial subarea total flow distance 50.000(Ft.) Highest elevation -242.300(Ft.) Lowest elevation -222.800(Ft.) Elevation difference -19.500(Ft.) Slope -39.000 % Top of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration 7.69 minutes TC -[l.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] TC -[l.8*(1.1-0.5700)*( 65.000'.5)/( 1.000'(1/3)]-7.69 Rainfall intensity (I) -5.388(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q-KCIA) is C -0.570 Subarea runoff -2.058(CFS) Total initial stream area= 0.670(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 951.000 to Point/Station 910.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 4 Stream flow area -0.670(Ac.) Runoff from this stream 2.058(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 7.69 min. 5.388(In/Hr) Stream Flow rate TC Rainfall Intensity I In/Hr) No. (CFS) 1 14.094 2 4.628 3 9.557 4 2.058 Qmax(l) 1.000 * 0. 8 94 * (min) 5.95 4.81 14. 14 7.69 1.000 * 1.000 * 6.362 7 .114 3.638 5.388 14.094) + 4.628) + 162 1. 000 * 0.420 * 9.557) + 1.000 * 0. 773 * 2.058) + 23.842 Qmax(2) 1. 000 * 0.809 * 14.094) + 1. 000 * 1. 000 * 4. 62 8) + 1.000 * 0.340 * 9.557) + 1.000 * 0.625 * 2.058) + 20.563 Qmax(3) 0. 572 * 1. 000 * 14.094) + 0. 511 * 1. 000 * 4. 628 I + 1.000 * 1.000 * 9.557) + 0. 67 5 * 1. 000 * 2.058) + 21. 372 Qmax(4) 0.847 * 1.000 * 14.094) + 0.757 * 1.000 * 4.628) + 1. 000 * 0.544 * 9.557) + 1. 000 * 1.000 * 2.058) + 22.699 Total of 4 main streams to confluence: Flow rates before confluence point: 14.094 4. 628 9.557 2.058 Maximum flow rates at confluence using above data: 23.842 20.563 21.372 22.699 Area of streams before confluence: 2.490 1.370 4.530 0.670 Results of confluence: Total flow rate~ 23.842(CFS) Time of concentration 5.946 min. Effective stream area after confluence 9.060(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 960.000 to Point/Station 960.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation~ 217.650(Ft.) Downstream point/station elevation 194.000(Ft.) Pipe length 101.00(Ft.) Slope 0.2342 Manning's N 0.013 No. of pipes~ 1 Required pipe flow 23.842(CFS) Given pipe size~ 18.00(In.) Calculated individual pipe flow 23.842(CFS) Normal flow depth in pipe~ 8.67(In.) Flow top width inside pipe~ 17.99(In.) Critical depth could not be calculated. Pipe flow velocity~ 28.3l(Ft/s) Travel time through pipe 0.06 min. Time of concentration (TC) 6.01 min. End of computations, total study area~ 9.060 (Ac.) 163 ---• ---• - ---• -• - -• • • • • -.. - -• -- -• .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. ... ... .. San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2006 Version 7.7 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 08/16/17 POINSETTIA PROPOSED 100 YEAR HYDROLOGY BASIN Al AND A2 WITH DETENTION OF BIOFILTRATION AREAS JN 141018 CALCS BY NF To Size Proposed Storm Drain in Poinsettia Lane ********* Hydrology Study Control Information********** Program License Serial Number 6218 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 24 hour precipitation{inches) = P6/P24 -57.4% 2.700 4.700 San Diego hydrology manual 'C' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 20.000 **** INITIAL AREA EVALUATION**** Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group Decimal fraction soil group [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value -0.350 A B C D 0.000 0.000 0.000 1.000 Initial subarea total flow distance 325.000(Ft.) Highest elevation -312.000(Ft.) Lowest elevation -279.000(Ft.) Elevation difference 33.000(Ft.) Slope -10.154 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 10.15 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 164 Initial Area Time of Concentration= 6.23 minutes TC~ [1.8*(1.l-C)*distance(Ft.)'.5)/(% slope'(l/3)] TC~ [1.8*(1.1-0,3500)*( 100.000'.5)/( 10.154'(1/3)]~ 6.23 The initial area total distance of 325.00 (Ft.) entered leaves a remaining distance of 225.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.22 minutes for a distance of 225.00 (Ft.) and a slope of 10.15 % with an elevation difference of 22.85(Ft.) from the end of the top area Tt ~ [ll.9*length(Mi)'3)/(elevation change(Ft.)) J'.385 *60(min/hr) 1.220 Minutes Tt~[(ll.9*0.0426'3)/( 22.85)]'.385~ 1.22 Total initial area Ti= 6.23 minutes from Figure 3-3 formula plus 1.22 minutes from the Figure 3-4 formula Rainfall intensity (I) ~ 5.499(In/Hr) Effective runoff coefficient used for area 7.45 minutes for a 100.0 year storm (Q~KCIA) is C ~ 0.350 Subarea runoff~ 0.808(CFS) Total initial stream area= 0.420(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 20.000 to Point/Station 40.000 **** IMPROVED CHANNEL TRAVEL TIME**** Upstream point elevation~ 279.000(Ft.) Downstream point elevation 252.400(Ft.) Channel length thru subarea 205.000(Ft.) Channel base width l.OOO(Ft.) Slope or 'Z' of left channel bank~ 1.000 Slope or 'Z' of right channel bank= 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel l.OOO(Ft.) Flow(q) thru subarea ~ 2.292(CFS) Depth of flow~ 0.192(Ft.), Average velocity Channel flow top width~ 1.384 (Ft.) Flow Velocity~ 10.00(Ft/s) Travel time 0.34 min. Time of concentration= 7.80 min. Critical depth~ 0.465(Ft.) Adding area flow to channel Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai= 0.000 Sub-Area C Value~ 0.350 5.342(In/Hr) 0.000 0.000 0.000 1. 000 for a 2.292(CFS) 10. 0 0 4 I Ft Is) 100.0 year storm Rainfall intensity~ 5.342(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.350 CA~ 0.697 Subarea runoff 2.912(CFS) for l.570(Ac.) Total runoff~ 3.72l(CFS) Total area~ l.990(Ac.) 165 ---.. ., ------.. -.. • .. • .,, • .. • .. --.. .. .. - -.. - .. -------.. -----------------------------... Depth of flow - Critical depth - 0.255(Ft.), Average velocity 0.609(Ft.) 11.625 (Ft/s) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 270.100 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 95.00(Ft.) Slope No. of pipes - 1 Required pipe flow 239. 240 (Ft. I 233. 540 (Ft. I 0.0600 Manning's N 3.72l(CFS) Nearest computed pipe diameter 9.00(In.) Calculated individual pipe flow 3.721(CFS) Normal flow depth in pipe -6.79(In.) Flow top width inside pipe -7.75(In.) Critical depth could not be calculated. Pipe flow velocity -10.40(Ft/s) Travel time through pipe 0.15 min. Time of concentration (TC) = 7.95 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 40.000 to Point/Station 270.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area -l.990(Ac.) Runoff from this stream 3.72l(CFS) Time of concentration= Rainfall intensity= 7.95 min. 5.276(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 140.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1.000 [MEDIUM DENSITY RESIDENTIAL ( 7. 3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 Rainfall intensity (I) -2.813(In/Hr) for a 100.0 year storm User specified values are as follows: TC -21.07 min. Rain intensity -2.81(In/Hr) Total area -1. 840 (Ac.) Total runoff -2.950(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 166 Process from Point/Station 140.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation Pipe length 130.00(Ft.) Slope No. of pipes~ 1 Required pipe flow Given pipe size~ 18.00(In.) 236.550 (Ft. I 2 3 3 . 5 4 0 I Ft. I 0.0232 Manning's N 2.950(CFS) Calculated individual pipe flow 2.950(CFS) Normal flow depth in pipe~ 5.24 (In.) Flow top width inside pipe~ 16.35(In.) Critical Depth~ 7.83(In.) Pipe flow velocity~ 6.90(Ft/s) Travel time through pipe= 0.31 min. Time of concentration (TC) ~ 21.38 min. 270.100 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 270.100 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ l.840(Ac.) Runoff from this stream 2.950(CFS) Time of concentration= Rainfall intensity= 21.38 min. 2.786(In/Hr) Program is now starting with Main Stream No. 3 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 270.000 **** USER DEFINED FLOW INFORMATION AT A POINT**** Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group C 0.000 Decimal fraction soil group D 1. 000 [MEDIUM DENSITY RESIDENTIAL I 7. 3 DU/A or Less I Impervious value, Ai= 0.400 Sub-Area C Value -0.570 Rainfall intensity (II -3.126(In/Hr) for a 100.0 year storm User specified values are as follows: TC= 17.89 min. Rain intensity= 3.13 (In/Hr) Total area -2.200(Ac.) Total runoff~ 3.920(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 270.100 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation= Downstream point/station elevation 167 234. 750 (Ft. I 233.540 (Ft. I - -- - ---• -- .. • • .. • .. • .. -• .. - • .. .. .. "' -• -------• ----------------------------- Pipe length 61.00(Ft.) Slope - No. of pipes 1 Required pipe flow Given pipe size -18.00(In.) 0.0198 Manning's N 3. 920 (CFS) Calculated individual pipe flow 3.920(CFS) Normal flow depth in pipe -6.33(In.) Flow top width inside pipe -17.19(In.) Critical Depth -9.09(In.) Pipe flow velocity -7.07(Ft/s) Travel time through pipe -0.14 min. Time of concentration (TC) = 18.03 min. 0.013 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 270.000 to Point/Station 270.100 **** CONFLUENCE OF MAIN STREAMS**** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area -2.200(Ac.) Runoff from this stream 3.920(CFS) Time of concentration= Rainfall intensity= Summary of stream data: 18.03 min. 3 .110 I In/Hr) Stream No. Flow rate (CFS) TC (mini Rainfall Intensity (In/Hr) 1 3.721 7.95 5.276 2 2.950 21. 38 2.786 3 3.920 18.03 3 .110 Qmax(l) 1.000 * 1. 000 * 3. 721 I + 1.000 * 0. 372 * 2.950) + 1.000 * 0.441 * 3.920) + 6.545 Qmax(2) 0.528 * 1. 000 * 3. 7 21 I + 1.000 * 1. 000 * 2.950) + 0.896 * 1. 000 * 3.920) + 8.427 Qmax(3) 0.589 * 1.000 * 3. 721 I + 1.000 * 0.843 * 2.950) + 1.000 * 1. 000 * 3.920) + 8.601 Total of 3 main streams to confluence: Flow rates before confluence point: 3.721 2.950 3.920 Maximum flow rates at confluence using above data: 6.545 8.427 8.601 Area of streams before confluence: 1.990 1.840 2.200 Results of confluence: 168 • • • Total flow rate -8.60l(CFS) Time of concentration 18.034 min. -Effective stream area after confluence 6.030 (Ac.) -- ... - --• .. .. .. .. .. .. .. .. .. ... .. • • --.. --- 169 --- SECTION 3 -.. -.. .. .. .. .. --.. .. .. .. .. .. .. .. -.. .. .. .. --.. .. -.. .. .. -.. -.. .. -- .. --·--.. -... ---SECTION 3 • ---------------·--.. -----.. 170 -- 33" 6' 19"N Hydrologic Soil Group-San Diego County Area, California 474(8) 474170 474.lllO 474(8) 474170 Map Scale: 1 :3,610 l pnnted on A portrait (8.5" X 11 ") sheet. N -------=======--------------==============Meter.; 0 50 100 200 300 A -------=======:,--------------=============~Feel: 900 Edge tics: VTM Zone UN WGS84 0 150 300 00! Map proje(lion: Web MercatDr Comerroorcfnares: WGS84 USDA Natural Resources Web Soil Survey National Cooperative Soil Survey :iiiiiiii Conservation Service 474350 474440 5/8/2017 Page 1 of 4 33" 6' 19" N Hydrologic Soil Group-San Diego County Area, California MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soll Rating Polygons D A D AID D B D 010 o c D CID o o D Not rated or not available Soil Rating Lines ,_,,. A ,v AID ,...,,. B ,...,,. BID C ,...,,. CID ,...,,. D .. ,, Not rated or not available Soil Rating Points • A • AID • B • BID USDA Natural Resources :iiiiii Conservation Service a • C CID • D 0 Not rated or not available Water Features Streams and Canals Transportation H-+ Rails ,,..; Interstate Highways ~ US Routes Major Roads Local Roads Background • Aerial Photography Web Soil Survey National Cooperative Soil Survey The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: San Diego County Area, California Survey Area Data: Version 10, Sep 12, 2016 Soil map units are labeled (as space allows) for map scales 1 :50,000 or larger. Date(s) aerial images were photographed: Nov 3, 2014-Nov 22,2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. 5/8/2017 Page 2 of 4 ----.. - • --• ---... ---------... -... ... ... ... .. .. ---.. -... Hydrologic Soil Group-San Diego County Area, California Hydrologic Soil Group Hydrologlc Soll Group-Summary by Map Unit -San Diego County Area, Callfomla (CA6381 Map unit symbol Map unit name Rating AcreslnAOI Percent of AOI CsB Corralitos loamy sand, O A 0.4 to 5 percent slopes CsC Corralitos loamy sand, 5 A 22 to 9 percent slopes LvF3 Loamy alluvial land-D 47.8 Huerhuero complex, 9 to 50 percent slopes, severely eroded Totals for Area of Interest 50.3 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (AID, BID, and CID). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmissioo. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission . Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission . Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (AID, BID, or CID), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 0.8% 4.3% 94.9% 100.0% 5/8/2017 Page 3 of4 Hydrologic Soil Group-San Diego County Area, California Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/8/2017 Page 4 of 4 -.. .. .. .. .. .. .. .. • ... .. .. ... .. .. .. .. .. .. .. .. .. .. -.. -.. • .. -.. .. .. ---.. ' + + MANUEL E::. NleTo !<CE 3c,724- 8Xf'JRE: S ON o:;,/sof.00 REVISED 8/5/96 Pf D CONSULTANTS 401 WEST A STREET, SUITE 2500 SAN DIE!YO, CA. 92101 (619)232.:.. \66 144 \P3GP8.dwg -'-='--------~. Sl:E ow~ 34;.5 .SJ.IT E FOR .S.O. PLAN{ PROF/lE \ ' \ '\ ' . ' ' I ( I \ \ \ \ \ \ ------- I I \ \ I I I ) BENCHMARK DESCRIPTION: OC-0179 DISC SET IN WEST END OF SOUTH HEADWALL OF 24" R.C.P. LOCATION: 0.4 MILE EAST OF INTERSECTION OF LA COSTA AVE. AND SAXONY ROAD RECORDS FROM: COUNTY OF SAN DIEGO, DEPT. OF PUBLIC WORKS: REPORT SV0106-01, 10/15/85 ELEVATION: 13.87 DATUM: M. S. L. /(AS BUILT" Lt;. c. -?ta,,b.. . 10/1,{or,_ RCE if id E:<P. ,,.,. /"'(:- CMJ./D ~3-501 -------------·------------- :~i . --------_; 58 ~EE SHEETS 10 ,# I I i -:012 51012M D/2A!NS _IJ! !-./ TJ.IESE ST!2EE75 j i i J 1:bi J · I 161+00.~ ; 275.~1 i I '1 58+0 .00 1 276.3 J :_+ .LI .LJ r: /) .u .u /') X .Jl?o.6 I IJl X ~ii\ ! ' ! <:>.\ al i1. \ -\ 0\ "I ' ! ' JI ?fl' ¢ / ,.......--c-·-..../ /' \ -. .6.1. ~ u-i'UO.O ~55.09 R ISE°'8/5/ 6 \"" P& TEC~NDL GIES "" 401 WEST A STREET, SUITE 25 0 SAN DIEGO, CA. 92101. (619)2::.2-4466 \ .1344 \P3GP9.dwg ~-'-"L_' ---~---- \ .. ... ) I l \ I. ' SEE SEE SHEET 10 SHEET 7·· L..Or / ----------·--------------- + r v-r v R. e. . . p t/'/f/L--!C-5.0.L/NE 8 I'" SEE .9.in:" I+ .FV/7 P..c?O,C:/LE (N71"4fJ'6~W 87.o4-') .:! D. p ,, ru-r(JR.£ Pf!e.1..,c. ,J •• LIN/!. a ~te Sf1"1: 14-Fo~ PR.OPII..E. ( N "J!J 0 ~' H"e 57.16' ) 4i11 RcP SEE OteAW!NG N0.'5 354., ANb ~~-3 554-9.4. /:"Olf 0FF6/T£ 6/il/DINS /,?,, 7,,.So'><:-~ flN IMPROVEMENTS _/ J.te. -~.:/=?~ ~ -~-•===1::-c=:::=:=f-';:- SEE 179+00.00) (242.00) SHEET 7 ~~----·----------~ -------- BENCHMARK DESCRIPTION: OC-0179 DISC SET IN WEST END OF SOUTH HEADWALL OF 24" R.C.P. LOCATION: . 0.4 MILE EAST OF INTERSECTION OF LA COSTA AVE. AND SAXONY ROAD RECORDS FROM: COUNTY OF SAN DIEGO, DEPT. OF PUBLIC WORKS: REPORT SV0106-01,10/15/85 ELEVATION: 13.87 DATUM: M. S. L. --7/is ~b -------------,-----t1/l.4NUEL. £. N!IE.n:J Rec: 30721-PATc f!EXP/~I: S C>C./&7(00 CAUTION.I/I e'XtST. LINE NORTH OF STA. // +4-5.e,f TO REM41N. eX. 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