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HomeMy WebLinkAboutCT 01-09; La Costa Town Square; Hydrology Study; 2014-08-18HYDROLOGY STUDY FOR LA COSTA TOWN SQUARE C.T. 01-09 JobNo. 10-1290 Prepared: April 2012 Revised: May 29, 2013 Revised: July 31, 2013 Revised: December 23, 2013 Revised: January 2, 2014 Revised: August 18, 2014 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, Califomia 92010 Tel: (760)931-7700 Fax: (760)931-8680 Tim O. Carroll RCE 55381 Date 6 I;\001017\_Commercial\Stormwater\Drainage\LCTS Comm Drainage Rpt.Doc SECTION 1 SECTION 2 SECTION 3 SECTION 4 TABLE OF CONTENTS INTRODUCTION Purpose of Study Scope Hydrologic Analysis HYDROLOGY Modified Rational Method Description Program Process CONCLUSION Vicinity Map Intensity-Duration Design Chart Isopluvial Maps 100-Year, 6-Hour 100-Year, 24-Hour Runoff Coefficients Nomograph for Determination of Tc for Natural Watersheds Urban Areas Overland Time of Flow Curves Hydrology 100 year Analysis Existing Condition Hydrology 100 year Analysis Developed Condition - Overall (Basin 1 & Basin 2) SECTION 5 Hydrology 100 year Analysis Developed Condition - Office (Basin 3) I:\001017\_Commercial\Stonnwater\Drainage\LCTS Comm Drainage Rpt.Doc SECTION 6 Facility Sizing SECTION 7 On-Site Detention Basin Calculations 100 year Developed Inflow vs. 100 year Existing Outflow Catch Basin Capacity Calculations Catch Basin Capacity Exhibit SECTION 8 - APPENDIX Addendum to the Preliminary Hydrology Study for Villages of La Costa, The Ridges and The Oaks, Dated August 16, 2001 Storage Basin Hydrograph Routing Model for Two 72 inch RCPs with Metal Plate HY-8 Culvert Analysis Report for Two 72 inch RCPs with Metal Plate HY-8 Culvert Analysis Report for Two 72 inch RCPs without Metal Plate DRAINAGE MAPS I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm Drainage Rpt.Doc INTRODUCTION The La Costa Town Square project is located South and east of Rancho Santa Fe Road and North of La Costa Avenue in the City of Carlsbad, Califomia (see Vicinity Map below) and a master planned development consisting of residential, office, and commercial uses. The entire site is approximately 74 acres with about 8 acres located north of Rancho Santa Fe Road. The residential component will comprise a total of 68 lots with 63 lots for single family units and 5 lots as open space over 24.4 acres. The mixed use commercial component will consist of retail shops, a grocery store, restaurants, a gas station, and a home improvement center that includes a garden center. The office site includes two parcels covering approximately 7.2 acres. Purpose of Study This drainage study was prepared to determine proposed mnoff quantities for La Costa Town Square (Commercial, Office & Residential) and compare them to the existing mnoff quantities. Scope This study analyzes the 100-year flow for developed conditions of the site. Hydrologic Analysis The proposed developed conditions are shown on the Tentative Maps for the Commercial project, the Residential project and the Office project with detailed design components indicated on the precise grading plans of each. The Commercial project proposes a shopping center with more than 20 buildings of varying sizes, along with access roads, storm drain, sewer, water and other utilities. The Residential project proposes single family and open space lots along with streets and utilities. The Office project proposes a pad separated from the Commercial and Residential projects by a large slope to be subdivided into two lots with the constmction of two office buildings amounting to 55,000 square feet, storm drain, sewer, water and dry utilities. The site is generally described as mostly undisturbed vacant land with the exception of small borrow and stockpile sites for the grading and improvements of Rancho Santa Fe Road and La Costa Avenue per City of Carlsbad drawing 409-4B. The disturbed areas have since revegetated. The site is steep with well-defined drainage courses and generally slopes toward the south with slopes ranging fi'om 10% along the northem I:\001017\_Conmiercial\Stormwater\Drainage\LCTS Conmi_Drainage Rpt.Doc portion to 18% southerly. There are several ephemeral drainage courses with steep side slopes greater than 40%. The USDA Natural Resources Conservation Service (NRCS) Web Soil Survey identifies Huerhuero loam as the predominant soil type, which represents Hydrologic Soil Group D. The project site was divided into 3 drainage basins to analyze flows at the discharge points leaving the site. Under existing conditions, Drainage Basin "A" represents the eastem portion of the project site encompassing approximately 19.5 acres of natural terrain. Drainage Basin "B" is the middle portion of the site and includes 23.8 acres of undeveloped land. Drainage Basin "C" is the westem area and encompasses 19.4 acres. Refer to La Costa Town Square Existing Conditions Drainage Map in the appendix. Under proposed conditions, the area was divided into three drainage basins with discharge points remaining the same as under existing conditions. Drainage Basin 1 encompasses approximately 35 acres and includes approximately 9.5 acres of the Commercial site, 3.1 acres of the proposed permanent Open Space area that is bounded by the Commercial site to the west and the Residential site to the east, with the remaining area including the proposed residential development and a portion of La Costa Avenue up to Circulo Sequoia. All drainage from this basin flows into an existing 54-inch RCP City owned storm drain that discharges to a regional detention basin located south of La Costa Avenue and east of Camino De Los Coches. Flows from this basin are combined with off-site flows from Rancho Santa Fe Road and portions of the residential development north of Rancho Santa Fe Road. Drainage Basin 2 is approximately 27 acres and includes the remaining 24.5 acres of the Commercial site, 1.5 acres of the Office site, and 1 acre of open space that includes a proposed detention facility for peak flow controls. Discharge from this proposed facility will be to an existing City owned 36-inch RCP storm drain within La Costa Avenue. Flows from this basin are combined with off-site flows from Rancho Santa Fe Road. The westem portion was delineated as Drainage Basin 3 includes and includes 6.6 acres of the Office site as well and portions of La Costa Avenue. Discharge is to an existing City owned 30-inch RCP storm drain at La Costa Avenue and Camino De Los Coches. Any increased discharge will be mitigated through the use of flow-control hydromodification and detention facilities. Refer to the Storm Water Mitigation Plans for the corresponding sites for locations and sizes of each facility. HYDROLOGY The hydrologic analysis was performed utilizing methods outlined in 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 was used for the analyses. The 100-year frequency storm event was to determine the peak discharge for existing and proposed site conditions for a 6-hour storm duration. I:\001017\_Commercial\Stonnwater\Drainage\LCTS Comm Drainage Rpt.Doc Modified Rational Method Description The modified rational method, as described in the 2003 San Diego County Hydrology Manual, is used to estimate surface mnoff flows. The basic equation: Q = CIA C = mnoff coefficient (varies with surface) I = intensity (varies with time of concentration) A = area in acres For the 100-year design storm, the 6-hour rainfall amount is 2.8 inches and the 24-hour rainfall amount is 5.1 inches. San Diego County Rational-Hydrology Program Package Version 3.2, developed by CivilCADD/CIVILDESIGN Engineering Software © (2004), was used to determine the rainfall amount, times of concentration, corresponding intensities and flows for the various hydrologic basins within the project site. The program was then used to route flows through drainage conveyance stmctures 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 sub-models together at confluence points create the node link model. The program has the capability of performing calculations for 11 different hydrologic and hydraulic processes. These processes are assigned and printed in the output. They are as follows: 1. Initial sub-area input, top of stream. 2. Street flow through sub-area, includes sub-area mnoff. 3. Addition of mnoff 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 charmel travel time - Area add option. 9. User-specified entry of data at a point. 10. Confluence at downstream point in current stream. 11. Confluence of main streams I:\001017\_Commercial\Stonnwater\Drainage\LCTS Comm Drainage Rpt.Doc CONCLUSION Under existing conditions, the total mnoff from the project site for the 100-year storm event is 220.0 cfs. Under proposed conditions, the total mnoff from the project site for the 100-year storm event is 214.6 cfs. Basin 1 Basin 1 will generate an increase in discharge that will be mitigated through the implementation of on-site hydromodification as well as the existing detention basin that was built as part of the Villages of La Costa project located southeast of the La Costa Avenue and Camino de Los Coches intersection. This existing detention basin was designed to accommodate an 100 year 24-hour precipitation event or an additional 73.8 cfs from fixture development (See calculations from the "Addendum to the Preliminary Hydrology Study for Villages of La Costa, The Ridges and The Oaks, Dated August 16, 2001" in Appendix 8, referred as "Addendum to the Preliminary Hydrology Study" hereafter). The increase in discharge due to the La Costa Town Square development is 44.9 cfs based on an 100 year 6-hour precipitation event (See table on next page comparing the existing flows, proposed undetained flows and proposed detained flows). The discharge from Basin 1 of La Costa Town Square is approximate to the flow calculated in the Addendum to the Preliminary Hydrology Study. Subbasin-8 represents Basin 1 of La Costa Town Square. See Table below for Comparison of flows and time of concentrations. Since the flow from Basin 1 is based on the Rational Method it must be converted to Time to Peak (Tp) based on SCS (Soil Conservation Service) now NRCS (Natural Resources Conservation Service) per the San Diego County Hydrology Manual. See comparison and calculations below. Villages of La Costa - Subbasin-8 (NCRS) Proposed Basin 1 (Rational Method) Q T Area Q Tc Area 126.6 cfs* 151.7 cfs** Tp=14.1 min (NCRS) 69.0 ac 136.3 cfs Tc=24.4min(RM) Tp=16.3 min (NCRS) 76.6 ac ** nasea on i uu year o-nour precipiiauon Based on 100 year 24-hour precipitation Tp = 16.3 min, from San Diego Hydrology Manual, equation 4-22 relates NCRS Time to Peak, Tp to Rational Method Te. Tp = 0.67Tc. Tp = 0.67*24.4 min Tp = 16.3 min Per the Addendum to the Preliminary Hydrology Study a metal plate over the top 18 inches of the existing 5 foot by 10 foot box culvert under Camino De Los Coches must be installed to achieve the desired flood attenuation. However, As-built Plans (Drawing 205-2D) show that the existing culvert under Camino De Los Coches are two 72 inch reinforced concrete pipes (RCPs) without any metal plates at the culvert entrance. Metal I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm Drainage Rpt.Doc plates must be added to the entrance of the two 72 inch RCPs to achieve similar flood attenuation as described in the Addendum to the Preliminary Hydrology Study. HY-8, a computer program developed by the Federal Highway Administration (FHWA) for analyzing culverts, was used to analyze the 5 foot by 10 foot box culvert and will also be used to model the two 72 inch RCPs. HY-8 is a culvert design tool to analyze culvert crossings based on input of flow discharge, tailwater, roadway, culvert and site data. Flow types with corresponding codes (inlet control, outlet control, etc..) are included in the Table 2 - Culvert Summary Table. Additional flows from the developed La Costa Town Square Office Site (Developed flow at Node 3017 is 28 cfs with a To of 7.48 minutes, the existing flow of 12 cfs at the same point was calculated using a Tc of 7.48 minutes and a mnoff coefficient of 0.35) entering the public storm system are discharged into one of the 72 inch RCPs. HY-8 program does not allow the user to add additional flows downstream of the culvert entrance, so these additional flows were added at the entrance of the two 72 inch RCPs. The increase from the existing flow of 659 cfs to 675 cfs can be seen in the inflow hydrograph for the Storage Basin Hydrograph Routing Model. The outlet flow from the HY-8 Culvert Analysis Report, and the stage and storage data from the Addendum to the Preliminary Hydrology Study was used in the Storage Basin Hydrograph Routing Model to calculate the peak culvert discharge. From the Storage Basin Hydrograph Routing Model, the top 2.8 feet of both 72 inch RCPs must be blocked with a metal plate to achieve the similar peak culvert discharge of 585.9 cfs. The HY-8 analysis of the two 72 inch RCPs shows inlet control up to 380.4 cfs, then outlet control at higher flows. However, HY-8 modeled the culvert opening of 3.2 feet for the entire length of each 72 inch RCP. An additional culvert analysis was performed on the two 72 inch RCPs without any metal plate at the entrance. The HY-8 analysis for the two 72 inch RCPs without any metal plate shows inlet control for all flows. It seems reasonable then, that flows will be controlled by the 3.2 foot high inlet entrance and not by the outiet. Flow types with corresponding codes (inlet control, outlet control, etc..) are included in the Table 2 - Culvert Summary Table. A list of these codes are included in the appendices. l:\001017\_Commercial\Stormwater\Drainage\LCTS Comm Drainage Rpt.Doc A constmction revision to Drawing 205-2D to install a metal plate at the entrance of the 72 inch RCP will be processed with the City of Carlsbad prior to approval of Final Map CT 01-09. See table below for comparisons of peak outflows for the box culverts and two 72 inch RCPs. Peak Flow 3.5' X 5' Opening in Box Culvert (Top 1.5' Block with Metal Plate) per Addendum to the Preliminary Hydrology Study 585.9 cfs @ 255.3 Feet Two 72" RCPs with 3.2' High Opening (Top 2.8' Blocked with Metal Plate) 582.3 cfs @ 256.3 Feet Basin 2 The lOO-year detained discharge from Basin 2 from the project site is 110.7 cfs. This flow, includes existing flows from Rancho Santa Fe Road, will discharge to a proposed detention facility southwest of the Commercial Site and west of the Office site just north of La Costa Avenue. The increase from the existing conditions discharge of 54.8 cfs will be mitigated through on-site hydromodification as well as the proposed detention facility. The detention basin in Basin 2 is designed to provide hydromodification for Drainage Management Areas (DMA's) that provide treatment for mnoff only, but not hydromodification. The San Diego BMP Calculator Pond Sizer was used to size the detention basin and orifices for hydromodification flow. See Attachment 8 for hydromodification design for the detention basin. The hydromodification flows from the detention basin will be controlled by two pipes (a 5-inch pipe at an invert of 266.19 foot elevation, and a 10-inch pipe at an invert of 268.39 foot elevation) through a 2.5-foot high concrete weir surrounding the 30-inch outlet pipe. The bottom 2.5 feet of the detention basin will serve as temporary storage for the DMA's without hydromodification. The maximum storage corresponding to the hydromodification flow threshold is 0.687 ac-ft (29,904 ft^). Flows greater than the hydromodification flow threshold will over top the 20-foot long concrete weir. The detention basin analysis indicates that the peak 100-year flow is attenuated from 110.7 cfs to 49.9 cfs. The maximum storage volume used is 1.301 ac-ft (56,672 ft^), with a maximum water surface elevation at 5.4 feet from the bottom of the detention basin. I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm_Drainage Rpt.Doc Basin 3 Runoff from Basin 3 will decrease from existing conditions from 73.4 cfs to 28.0 cfs and will discharge directly into the existing City owned 30-inch RCP storm drain. See table below for comparison of existing fiows, proposed undetained flows and proposed detained flows. EXISTING Q PROPOSED Q (UNDETAINED) PROPOSED Q (DETAINED ON-SITE) BASIN A-91.8 CFS BASIN 1 - 136.7 CFS (44.8 CFS Increase) BASIN 1 - 136.7 CFS*** BASIN B - 73.4 CFS BASIN 3 - 28.0 CFS BASIN 3 - 28.0 CFS BASIN C - 54.8 CFS BASIN 2- 110.7 CFS BASIN 2- 49.9 CFS TOTAL = 220.0 CFS TOTAL = 275.4 CFS TOTAL = 214.6 CFS *** This flow is ultimately routed into the existing detention basin upstream from Camino de Los Coches. See Appendix 8. I:\001017\_Commercial\Stonnwater\Drainage\LCTS Conun Drainage Rpt. Doc SECTION 2 3 I /oo ooo FEET . ' AtD //""^^^^ > 25 n r.G 30 InG, '.SnG' '1 ,J: '•••-Ji- SmE \ -HO •' O .Ai [Olrectlons for AppHcatiorr: ^ '^J. J™? precipitation maps detennine 6 hr^, • ^4 nr. aoiounts for the selected frequei These maps are printed.in the County Manual (10, 50 and 100 yr. maps include Design and Procedure Manual). 2) Adjust 6 hr.'precipitation (If necessar that it is within the range of 45X to 6 the 24 hr. precipitation. (Mot anpHca to Desert) - • *» • g: 3) Plot 6 hr, precipitation bn the riaht s ^. c ..j. . of the chart. J 4) Drawa line through'the point parallel n plotted lines. • , ' ""I fi n ? I?^*,'^"® intensity-duration cur\ 5 5 12 location being analyzed. S.'o ** cn a 4.5 ^ .1 3*5 S -MPP'^cation Form: 3.0 2 .r^ Selected Frequency 1) P. in., P 24" 2) Adjusted *P.- 0 ^24 In. '3) t^. 4) I • min. In/hr. 15 20 30 40 50 I II-.....: .: ,) • •;;:liri-;i' . : ' *Not Applicable to Desert Region J!lifff^*''J '•eP^aces. the Iritensity- n Duration-Frequency curves used since :5 33-1 i-- County of San Diego Hydrology Manual -Si 1 •'--rirr-m TT Rainfall Isopluvials 100 Year RaiiiialJ Evenf. f. n,..,..y liiopluvidl imchei) DP\(( GIS GIS is.' 3 0 3 MUes 33-1S- County of San Diego Hydroiogy Manual San Diego County Hydrology Manual Date; June 2003 Section: Page: Table 3-1 RUNOFF COEFFICIENTS FOR URBAN AREAS NRCS Elemeni-s Undisturbed Natural Teiram (Namral) Low Density Residential (LDR) Low Density Residential (LDR) Low Density Residential (LDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residential (MDR) High Density Residential (HDR) High Density Residential (HDR) Commercial/Industrial (N. Com) CommerciaUlndustrial (G. Com) Comraercial/Industnal (O.P. Cora) Commercial/Industrial (Limited 1.) Commerciai/lndustrial (Gt^n^rai r County Elements Pennanent Open Space Residential, I.O DU/A or less Residential, 2.0 DU/A or less Residential, 2.9 DU/A or less Residential, 4.3 DU/A or less Residential, 7.3 DU/A or less Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential. 24.0 DU/A or less Residential. 43.0 DU/A or less Neighborhood Commercial General Commercial Office Professional/Commercial Limited Industrial General Industrial located m Cl'eveLt S^Fo'esO ~ ^ ^"^'^^ DU/A - dwelling units per acre NRCS = National Resources Conservation Service % IMPER. A B C D 0* 0.20 0.25 0.30 0.35 10 0.27 0.32 0.36 0.41 20 0.34 0.38 0.42 0.46 25 0.38 0.41 0.45 0.49 30 0.41 0.45 0.48 0.52 40 0.48 0.51 0.54 0,57 45 0.52 0.54 0.57 0.60 50 0.55 0.58 0.60 0.63 65 0.66 0.67 0.69 0.71 80 0.76 0.77 0.78 0.79 80 0.76 - 0.77 0.78 0.79 85 0.80 0.80 0.81 0.82 90 0.83 0.84 0.84 0.85 90 0.83 0.84 0.84 0.85 95 0.87 0.87 087 0.87 unoff coelficient as described in Sertinn :» i o Justification must be given Sitl: « .. ^'^P'^^^°''°g the pervious runoff given that the area will remam natural forever (e.g.. the area 3-6 ^Qa/pr/OA/ ^^<s o/ cor7CM/y-a./,on e/^cc7..e s/ooc 77rre (See Tf^pL,,^.^) ^ ^^y-s. r.e, ^^^^ , ^^^^^^^ ) ) ^ r,r-„. ^^"^ °'EGO COUNTY III ? DEPARTMENTOF SPECIAL DISTRICT SERVICES DESIGN MANUAL Saa 3 ) '-'^SIGiM VIA,Ml/A/ OF FLOW CtjPvrs SECTION 3 HYDROLOGY - EXISTING CONDITION SECTION 3 HYDROLOGY - EXISTING CONDITION BASIN A 3 1017A.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 version 3.2 Rational method hydrology program based on San Diego C9unty Flood Control Division 2003 hydrology manual Rational Hydrology study Date: 08/29/07 LA COSTA TOWN SQUARE BASIN A - EXISTING CONDITIONS G:\ACCTS\0O1017\1017A.OUT ********* Hydrology study Control information********** O'Day Consultants, san Diego, California - s/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitationCinches) = 5.100 P6^P24^- 6 hour^precipitation (inches) = 2.800 San Diego hydrology manual 'c' values used Runoff coefficients by rational method Point/Station' 100yooo"to"poTnt/stati0^"'^"'^^^^ **** USER DEFINED FLOW INFORMATION AT A POINT **** PER DWG. 368-2C, SHT. 15 User specified 'c* value of 0.800 given for subarea ' Rainfall intensity (I) = 3.797 for a 100.0 year storm user specified values are as follows: TC = 14.00 min. Rain intensity = 3.80(ln/Hr) Total area = 19.50(Ac.) Total runoff = 63.50(CFS) Process from Point/Station 100.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** h++++++++++++ 311.000 Estimated mean flow rate at midpoint of channel = Depth of flow = 1.482(Ft.), Average velocity = 10 18irFt/o' ******* Irregular channel Data 89.388(CFS) Information entered for subchannel number 1 • Point number 'x' coordinate 'Y' coordinate 1 0.00 2 10.00 3 20.00 Manning's 'N' friction factor = 0.040 2.50 0.00 2.50 Sub-Channel flow = 89.389(CFS) , flow top width = 11.852(Ft.) velocity= 10.181(Ft/s) area = 8.780(Sq.Ft) Froude number = 2.085 Page 1 3 1017A.OUT 383.000(Ft.) 285.000(Ft. Upstream point elevation = Downstream point elevation Flow length = 840.000(Ft.) Travel time = 1.38 min. Time of concentration = 15.38 min. Depth of flow = 1.482(Ft.) Average velocity = 10.181(Ft/s) Total irregular channel flow = 89 Irregular channel normal depth above Average velocity of channel(s) = 10 388(CFS) invert elev. = 181(Ft/s) 1.482(Ft.) Sub-Channel No. 1 critical depth = 1.984(Ft.) ' critical flow top width = 15.875(Ft.) ' critical flow velocity= 5.675(Ft/s) ' ' ' critical flow area = 15.751(Sq.Ft) Adding area flow to channel User specified 'c' value of 0.350 given for subarea Rainfall intensity = 3.575(In/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,q=KClA, c = 0.350 Subarea runoff = 19.893(CFS) for 15.900(Ac.) Total runoff = 83.393(CFS) Total area = 35.40(Ac.) 3 process from Point/Station 311.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 312.000 upstream point/station elevation = 285.53(Ft.) Downstream point/station elevation = 282.84(Ft.) Pipe length == 55.56(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 83.393(CFS) Given pipe size = 24.00(ln.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 21.270(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 7.547(Ft.) Minor friction loss = 16.412(Ft.) K-factor = 1.50 Pipe flow velocity = 26.54(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 15.41 min. process from Point/Station 311.000 to Point/Station 312.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 35.400(Ac.) Runoff from this stream = 83.393(CFS) Time of concentration = 15.41 min. Rainfall intensity = 3.569(ln/Hr) ) Process from Point/Station **** INITIAL AREA EVALUATION 401.000 **** to Point/Station 402.000 User specified 'C' value of 0.350 given for subarea Time of concentration computed by the natural watersheds nomograph (App x-A) TC = [11.9*length(Mi)A3)/(elevation change)]A. 385 ^'60(min/hr) + 10 min, Initial subarea flow distance = 240.00(Ft.) Page 2 3 . ^ - . 1017A.OUT Highest elevation = 373.00(Ft.) Lowest elevation = 358.00(Ft.) Elevation difference = 15.00(Ft.) l^^^j-il}A^y-(^'^^^''^yClS.00)]^.38S= 1.55 + 10 min. = 11.55 min Rainfall intensity (I) = 4.300 for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 350 Subarea runoff = 0.090(CFS) v.x ^ U.:)DU Total initial stream area = 0.060(AC.) 3 Process from Point/Station 402.000 to Point/statinn **** IRREGULAR CHANNEL FLOW TRAVEL TIME (•++++++++ 403.000 Estimated mean flow rate at midpoint of channel = 0~8737cFsY Depth of flow = 0.188(Ft.), Average velocity = 2.458(Ft/s) ******* irregular channel Data *********** -^^o^^-w^j Information entered for subchannel number 1 • Point number 'x' coordinate 'Y' coordinate 1 0.00 2 20.00 3 40.00 Manning's 'N' friction factor = 0.040 2.00 0.00 2.00 Sub-Channel flow = 0.873(CFS) ! flow top width = 3.769(Ft.) velocity= 2.458(Ft/s) area = 0.355(Sq.Ft) Froude number = 1.411 Upstream point elevation = 358.000(Ft.) Downstream point elevation = 285.000(Ft ) Flow length = 710.000(Ft.) Travel time = 4.81 min. Time of concentration = 16.36 min. Depth of flow = 0.188(Ft.) Average velocity = 2,458(Ft/s) Total irregular channel flow = 0.873(CFS) Irregular channel normal depth above invert elev = 0 I8srpi- ^ Average velocity of channel (s) = 2.458(Ft/s) ' -•-oov.rc.^ Sub-channel No. 1 critical depth = 0.217(Ft.) critical flow top width = ' 4.336(Ft ) critical flow velocity= 1.857(Ft/s) critical flow area = 0.470(Sq.Ft) Adding area flow to channel user specified ;c' value of 0.350 given for subarea Rainfall intensity = 3.435(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KClA c = 0 350 subarea runoff = 1.250(CFS) for 1.040(Ac.) Total runoff = 1.340(CFS) Total area = i IO(AC ) 3 h+++- Process from Point/Station 403.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 284.98(Ft ) Downstream point/station elevation = 282.84(Ft ) Pipe length = 58.27(Ft.) Manning's N = 0.oi3 No. of pipes = 1 Required pipe flow = 1.340(CFS) Page 3 312.000 3 1017A.OUT Given pipe size = 18.00(ln.) Calculated individual pipe flow = 1.340(CFS) Normal flow depth in pipe = 3.15(In.) Flow top width inside pipe = 13.67(in.) Critical Depth = 5.20(ln.) Pipe flow velocity = 6.46(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 16.51 min. Process from Point/station 403.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 312.000 Along Main Stream number: 1 in normal stream number 2 stream flow area = 1.100(Ac.) Runoff from this stream = 1.340(CFS) Time of concentration = 16.51 min. Rainfall intensity = 3.414(in/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 3 83.393 15 41 3 569 1.340 16 51 3 414 1.000 * 1.000 * 83. 393) + 1.000 * 0.933 * 1. 340) + = 84 644 0.957 * 1.000 * 83. 393) + 1.000 * 1.000 * 1. 340) + 81 110 1 2 qmax(l) Qmax(2) = Total of 2 streams to confluence: Flow rates before confluence point: 83.393 1.340 Maximum flow rates at confluence using above data: 84.644 81.110 Area of streams before confluence: 35.400 1.100 Results of confluence: Total flow rate = 84.644(CFS) Time of concentration = 15.410 min. Effective stream area after confluence = 36.500(Ac.) ) Process from Point/Station 312.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 313.000 Upstream point/station elevation = 282.51(Ft.) Downstream point/station elevation = 268.22(Ft.) Pipe length = 290.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 84.644(CFS) Given pipe size = 24.00(ln.) NOTE: Normal flow is pressure flow in user selected pipe size The approximate hydraulic grade line above the pipe invert is" 43.337(Ft.) at the headworks or inlet of the DiDe(s) Pipe friction loss = 40.718(Ft.) Minor friction loss = 16.908(Ft.) K-factor = 1.50 Pipe flow velocity = 26.94(Ft/s) Travel time through pipe = 0.18 min. Page 4 3 Time of concentration (TC) = 1017A.OUT 15.59 min. Process from Point/Station 313.000 to Point/Station **** SUBAREA FLOW ADDITION **** 313.000 user specified 'C' value of 0,350 given for subarea Time of concentration = 15.59 min. Rainfall intensity = 3.543(In/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA. C = 0 350 subarea runoff = 2.728(CFS) for 2.200(Ac,) Total runoff = 87,372(CFS) Total area = 38.70(Ac.) 313,000 User specified 'c' value of 0.900 given for subarea Time of concentration = 15.59 min. Rainfall intensity = 3.543(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, c = 0,900 Subarea runoff = 4.464(CFS) for 1,400(Ac) Total runoff = 91.836(CFS) Total area = 40.10(Ac,) Process from Point/Station 313,000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 153,000 Upstream point/station elevation = 266,22(Ft.) Downstream point/station elevation = 265.72(Ft ) Pipe length = 21.26(Ft.) Manning's N No. of pipes = 1 Required pipe flow = Given pipe size = 24.00(ln.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 22.906(Ft.) at the headworks or inlet Pipe friction loss = 3.502(Ft.) Minor friction loss = 19,904(Ft.) K-factor = 1.50 Pipe flow velocity = 29.23(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 15.60 min. = 0,013 91,836(CFS) selected pipe size, the pipe invert is of the pipe(s) upstream point/station elevation = 265.72(Ft.) Downstream point/station elevation = 264.11(Ft ) Pipe length = 72.32(Ft.) Manning's N = 0.oi3 No, of pipes = 1 Required pipe flow = 91.836(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 91.836(CFS) Normal flow depth in pipe = 20.74(ln.) Flow top width inside pipe = 52.53(ln.) critical Depth = 33.71(in.) Pipe flow velocity = 15.31(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 15.68 min. End of computations, total study area = Page 5 40.10 (AC) SECTION 3 HYDROLOGY - EXISTING CONDITION BASIN B 3 3 1017B.OUT San Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software, (c) 2004 version 3.2 Rational method hydrology program based on san Diego County Flood control Division 2003 hydrology manual Rational Hydrology study Date: 08/29/07 LA COSTA TOWN SQUARE BASIN 8 - EXISTING CONDITIONS G:\ACCTS\001017\1017B.OUT ********* Hydrology study Control information********** O'Day Consultants, San Diego, California - S/N10125 Rational hydrology study storm event year is 100^0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5,100 P6}p24^- ^ '^°J''gPf'ecipitation (inches) = 2,800 san Diego hydrglogy manual 'c' values used Runoff coefficients by rational method user specified values are as follows: = 21.50 min. Rain intensity = 2,88(ln/Hr") Total area = 22,10(Ac) Total runoff i ^ is.40(CFS) ) ^USS^^^ ^''^"^ Point/Station 200.000' to' Poi nt/statTnn' **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** ^ 202.000 o^^Zu^^l'^^T^^" flow rate at midpoint of channel = gn fi07rr •^^P^l^ °^n2^*: . 1.266(Ft.), Average velocity = 7.559(F?/S) ******* irregular channel Data *********** '-^^^^^-^/sj information entered for subchannel number'l"' Point nuniber 'x' coordinate 'Y' coordinate ± 0.00 2.on 2 10.00 . 3 20.00 Manning's 'N' friction factor = 0.040 2.00 0.00 2.00 Sub-Channel flow = 60.602(CFS) flow top width = 12.662(Ft.) velocity^ 7.559(Ft/s) area = 8.017(Sq.Ft) Froude number = 1.674 Page 1 3 1017B.OUT Upstream point elevation = 347.000(Ft.) Downstream point elevation = 261.000(Ft,) Flow length = 1100.000(Ft.) Travel time = 2.43 min. Time of concentration = 23.93 min. Depth of flow = l,266(Ft.) Average velocity = 7,559(Ft/s) Total irregular channel flow = 60.602(CFS) irregular channel normal depth above invert elev, = 1 266rFt 1 Average velocity of channel(s) = 7,559(Ft/s) ' No, 1 critical depth = 1.555(Ft,) critical flow top width = 15,547(Ft ) critical flow velocity= 5,015(Ft/s) critical flow area = 12,085(Sq.Ft) Adding area flow to channel user specified 'c' value of 0.350 given for subarea Rainfall intensity = 2.688(ln/Hr) for a 100,0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 350 Subarea runoff = 13,922(CFS) for 14.800(Ac.) ^ ^ u.jsu Total runoff = 59.322(CFS) Total area = 36.90(Ac.) Sub-Channel • I 3 Process from Point/Station 202.000 to Point/Station **** SUBAREA FLOW ADDITION **** 202.000 user specified 'c' value of 0.350 given for subarea ' Time of concentration = 23.93 min. Rainfall intensity = 2,688(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 350 Subarea runoff = 8.466(CFS) for 9.000(Ac ) Total runoff = 67.788(CFS) Total area = 45.90(Ac.) user specified "C value of 0.900 given for subarea ' ' Time of concentration = 23.93 min. Rainfall intensity = 2.688(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0 900 subarea runoff = 5.563(CFS) for 2,300(Ac.) ^ "-^00 Total runoff = 73.351(CFS) Total area = 48.20(Ac ) End of computations, total study area = 48.20 (Ac) 3 Page 2 SECTION 3 HYDROLOGY - EXISTING CONDITION BASIN C 3 1017C.OUT San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering software, (c) 2004 Version 3.2 Rational method hydrology program based on san Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 08/29/07 LA COSTA TOWN SQUARE BASIN C - EXISTING CONDITIONS G:\ACCTS\001017\1017C.OUT ********* Hydrology study Control information ********** O'Day Consultants, San Diego, California - S/N 10125 Rational hydrology study storm event year is 100.0 Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5,100 Adjusted 6 hour precipitation (inches) = 2.800 P6/P24 = 54.9% San Diego hydrology manual 'c' values used Runoff coefficients by rational method Point/station 300.000 to Point/station 300.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** PER DWG, 368-2, SHT, 42 User specified 'C' value of 0.800 given for subarea Rainfall intensity (I) = 3.350 for a 100.0 year storm user specified values are as follows: TC = 17.00 min. Rain intensity = 3.35(ln/Hr) Total area = 10.80(Ac.) Total runoff = 32.50(CFS) process from Point/station 300.000 to Point/Station **** SUBAREA FLOW ADDITION **** 300.000 user specified 'C value of 0.350 given for subarea Time of concentration = 17.00 min. Rainfall intensity = 3.3 50(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area, Rational method,Q=KCIA C subarea runoff = 1.173(CFS) for 1.000(Ac.) Total runoff = 33.673(CFS) Total area = 11.80(Ac.) 0.350 ) Process from Point/Station 300.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 302.000 upstream point elevation = 308.00(Ft.) Downstream point elevation = 268.00(Ft.) channel length thru subarea = 600.00(Ft ) Channel base width = 1.000(Ft.) slope or 'Z' of left channel bank = 2.000 Page 1 , 3 , . ^ . . 1017c.OUT Slope or Z' of right channel bank = 2 000 Manning's 'N'" ^^l^oTlS '"^^P°''"^ °^ ^h^""^'' = 40.664(CFS) Maximum depth of channel = 1.000(Ft ) Flow(q) thru subarea = 40.664(CFS) ?h^USo?%r°V 9-9pO(Ft.), Average velocity = 16.143(Ft/s) Channel flow top width = 4 599(Ft ) itJv.rL/i.^ Flow Velocity = 16,14(Ft/s) Travel time = 0,62 min. Time of concentration = 17.62 min critical depth = 1.672(Ft.) Adding area flow to channel Total runoff. 39,287CCFS) Total area •* 16,70(Ac,) 3 Point/Station 302.000 to Point/station **** SUBAREA FLOW ADDITION **** ruinL/btatlon 302.000 User specified 'C value of 0.350 given for subarea—' Time of concentration = 17.62 min Rainfall intensity = 3.274(ln/Hr) for a 100.0 year storm Runoff coefficient used for sub-area. Rational method SKCIA ? subarea runoff = 15.469(CFS) for 13.500(Ac) ' Total runoff = 54.757(CFS) Total area = ^ 30.20(Ac ) End of computations, total study area = 30 20 (Ac) 0.350 3 Page 2 SECTION 4 HYDROLOGY - DEVELOPED CONDITIONS SECTION 4 HYDROLOGY - DEVELOPED CONDITION BASIN 1 to r I San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Kational Hydrology Study Date: 04/11 /12 La Costa Town Square Basin 1 Proposed Conditions ********* ********** Hydrology Study Control Information Program License Serial Number 5014 Rational hydrology study storm event year is 100 0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5 100 P6/P24= 54.9% San Diego hydrology manual 'C values used USER DEFINED FLOW INFORMATION AT A POINT User specified 'C value of 0.710 given for subarea ' Rainfall intensity (I) = 2.879(ln/Hr) for a 100.0 year storm User specified values are as follows: TC = 21.50 min. Rain intensity = 2 88(ln/Hr) Total area = 22.100(Ac.) Total runoff = 45 420(CFS) ^^^''pSJSnl'/T^fl^^^ 1000.000 to Point/Station ll7o7oo PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 346.250(Ft) " Downstream point/station elevation = 333 090(Ft) Pipe length = 55.00(Ft.) Manning's N = 0.013 ' No. of pipes = 1 Required pipe flow = 45 420(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 45.420(CFS) Normal flow depth in pipe = 9.07(ln.) Flow top width inside pipe = 31.26(ln ) Critical Depth = 26.35(ln.) / / / Pipe flow velocity = 32.48(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 21.53 min. Process from Point/Station 1000.500 to Point/Station "** SUBAREA FLOW ADDITION **** 1000.500 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 21.53 min. Rainfall intensity = 2.877(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.713 CA= 16.117 Subarea runoff = 0.950(CFS) for 0.520(Ac.) Total runoff = 46.370(CFS) Total area = 22.620(Ac.) Process from Point/Station 1000.500 to Point/Station 1001 000 **** PIPEFLOW TRAVEL TIME (User specified size) "** Upstream point/station elevation = 332.590(Ft.) Downstream point/station elevation = 332.100(Ft.) Pipe length = 99.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.370(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 46.370(CFS) Normal flow depth in pipe = 29.16(ln.) Flow top width inside pipe = 28.25(ln.) Critical Depth = 26.63(ln.) Pipe flow velocity = 7.57(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 21.75 min. I I Process from Point/Station 1001.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) 1002.000 Upstream point/station elevation = 331.690(Ft.) Downstream point/station elevation = 330.950(Ft.) Pipe length = 131.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.370(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 46.370(CFS) Normal flow depth in pipe = 23.77(ln.) Flow top width inside pipe = 41.63(ln.) Critical Depth = 25.50(ln.) Pipe flow velocity = 8.26(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 22.01 min. Process from Point/Station 1002.000 to Point/Station *"* SUBAREA FLOW ADDITION *"* 1002.000 »•++++++++ Decimal fraction soil group A = 0.000 ' ~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 46.130(CFS) therefore the upstream flow rate of Q = 46.370(CFS) is being used Time of concentration = 22.01 min. Rainfall intensity = 2.836(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.713 CA = 16.265 Subarea runoff = O.OOO(CFS) for 0.180(Ac ) Total runoff = 46.370(CFS) Total area = 22 800(Ac ) Process from Point/Station 1002.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) 1003.000 Upstream point/station elevation = 330.530(Ft.) Downstream point/station elevation = 330.150(Ft) Pipe length = 61.00(Ft) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 46.370(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 46.370(CFS) Normal flow depth in pipe = 23.06(ln.) Flow top width inside pipe = 41.80(ln.) Critical Depth = 25.50(ln.) Pipe flow velocity = 8.57(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 22.13 min. Process from Point/Station 1000.000 to Point/Station CONFLUENCE OF MAIN STREAMS *"* 1003.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 22.800(Ac.) Runoff from this stream = 46.370(CFS) Time of concentration = 22.13 min. Rainfall intensity = 2.826(ln/Hr) Program is now starting with Main Stream No. 2 Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 000 [COMMERCIAL area type i (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 285 000(Ft) Highest elevation = 358.000(Ft.) Lowest elevation = 338.500(Ft.) Elevation difference = 19.500(FL) Slope = 6.842% Top of Initial Area Slope adjusted by User to 5.000 % ^ST?!? °/fn?i™'^^ by User to 2.600 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS- The maximum overland flow distance is 90 00 (Ft) 'oZTocZtZ, "'"^= ^ ^ 'y^ 0, ' ..^ J In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.80 minutes TC - 1.8 (1.1-C)*distance(FL)^5)/(% slope'^(1/3)l I? = f.l-8 (1-1-0.8200)*( 90.000A5)/( 5.000^(1/3)]= 2 80 The initial area total distance of 285.00 (Ft.) entered leaves a remaining distance of 195.00 (Ft) "-eaves a Using Figure 3-4, the travel time for this distance is 1 85 minutes for a distance of 195.00 (Ft.) and a slope of 2 60 % Tt'- fTl ^Sh.mA^t^'J'f °^ the end of the top area = ~! 846 Stef '=hange(Ft.))r.385 *60(min/hr) Tt=[(11.9*0.0369'^3)/( 5.07)]A.385= 1 85 ^°8l mln^'r? 1 '"'""'^^ ^^'^ 3-3 formula plus 1.85 minutes from the Figure 3-4 formula = 4.64 minutes Calcu ated TC of 4.642 minutes is less than 5 minutes resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intens^y(,)= 7.377(In/Hr) for a 100.0 year ^orm Effective runoff coefficient used for area (Q=KCIA) is C = 0 820 Subarea runoff = 2.359(CFS) Total initial stream area = 0.390(Ac.) -PTPVROW^^^^^ nrt:(-LUW TFIAVEL TIME (User specified size) **** Upstream point/station elevation = 335.900(Ft) Downstream point/station elevation = 334.600(Ft.) Pipe length = 65.00(Ft) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.359(CFS) Given pipe size = 10.00(ln.) Calculated individual pipe flow = 2.359(CFS) Normal flow depth in pipe = 5.84(ln.) Flow top width inside pipe = 9.86(ln.) Critical Depth = 8.21 (In.) Pipe flow velocity = 7.13(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 4.79 min. Process from Point/Station 1005.000 to Point/Station **** SUBAREA FLOW ADDITION *"* 1005.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.79 min. Rainfall intensity = 7.377{ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.738 Subarea runoff = 3.085(CFS) for 0.510(Ac.) Total runoff = 5.444(CFS) Total area = 0.900(Ac.) Process from Point/Station 1005.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) 1006.000 Upstream point/station elevation = 334.600(Ft.) Downstream point/station elevation = 333.720(Ft.) Pipe length = 37.00(FL) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.444(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 5.444(CFS) Normal flow depth in pipe = 8.41 (In.) Flow top width inside pipe = 10.99(ln.) Critical Depth = 11.24(ln.) Pipe flow velocity = 9.26(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 4.86 min. Process from Point/Station 1006.000 to Point/Station **** SUBAREA FLOW ADDITION "** 1006.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 4.86 min. Rainfall intensity = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.822 CA = 0.789 Subarea runoff = 0.376(CFS) for 0.060(Ac.) Total runoff = 5.821(CFS) Total area = 0.960(Ac.) Process from Point/Station 1006.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) 1007.000 Upstream point/station elevation = 332.720(Ft.) Downstream point/station elevation = 331.290(Ft.) Pipe length = 64.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.821 (CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 5.821 (CFS) Normal flow depth in pipe = 7.59(ln.) Flow top width inside pipe = 17.78(ln.) Critical Depth = 11.18(ln.) Pipe flow velocity = 8.22(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 4.99 min. Process from Point/Station 1007.000 to Point/Station **** SUBAREA FLOW ADDITION **" 1007.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 4.99 min. Rainfall intensity = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.825 CA = 0.883 Subarea runoff = 0.690(CFS) for 0.110(Ac.) Total runoff = 6.510(CFS) Total area = 1.070(Ac.) Process from Point/Station 1007.000 to Point/Station PIPEFLOW TRAVEL TIME (User specified size) 1008.000 Upstream point/station elevation = 331.290(Ft.) Downstream point/station elevation = 330.820(Ft.) Pipe length = 32.50(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe fiow = 6.510(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 6.510(CFS) Normal flow depth in pipe = 9.16(ln.) Flow top width inside pipe = 18.00(ln.) Critical Depth = 11.84(ln.) Pipe flow velocity = 7.20(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 5.07 min. Process from Point/Station 1008.000 to Point/Station **** SUBAREA FLOW ADDITION **** 1008.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.07 min. Rainfall intensity = 7.316(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.824 CA = 1.096 Subarea runoff = 1.506(CFS) for 0.260(Ac.) Total runoff = 8.016(CFS) Total area = 1.330(Ac.) Process from Point/Station 1008.000 to Point/Station 1003 000 **** PIPEFLOW TRAVEL TIME (User specified size) *"* Upstream point/station elevation - 330.820(Ft.) Downstream point/station elevation = 330.150(Ft.) Pipe length = 33.60(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.016(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 8.016(CFS) Normal flow depth in pipe = 9.42(ln.) Flow top width inside pipe = 17.98(ln.) Critical Depth = 13.16(ln.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.13 min. 3 Process from Point/Station 1003.500 to Point/Station **** CONFLUENCE OF MAIN STREAMS 1003.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.330(Ac.) Runoff from this stream = 8.016(CFS) Time of concentration = 5.13 min. Rainfall intensity = 7.255(ln/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 1009.000 to Point/Station 1010.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 215.000(Ft.) Highest elevation = 346.000(Ft.) Lowest elevation = 342.500(Ft.) Elevation difference = 3.500(FL) Slope = 1.628% Top of Initial Area Slope adjusted by User to 2.300 % Bottom of Initial Area Slope adjusted by User to 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: i ) The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.30 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.31 minutes TC = [1.8*(1.1-C)*distance(Ft.)'^.5)/(% slope'^(1/3)] TC = [1.8*(1.1-0.8200)*( 75.000'^.5)/( 2.300^^(1/3)]= 3.31 The initial area total distance of 215.00 (Ft.) entered leaves a remaining distance of 140.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.07 minutes for a distance of 140.00 (Ft.) and a slope of 1.00 % with an elevation difference of 1.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 2.066 Minutes Tt=[(11.9*0.0265'^3)/( 1.40)]'^.385= 2.07 Total initial area Ti = 3.31 minutes from Figure 3-3 formula plus 2.07 minutes from the Figure 3-4 formula = 5.37 minutes Rainfall intensity (I) = 7.043(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 3.003(CFS) Total initial stream area = 0.520(Ac.) / 1^ I Process from Point/Station 1010.000 to Point/Station 1010.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.37 min. Rainfall intensity = 7.043(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.517 Subarea runoff = 0.635(CFS) for 0.110(Ac ) Total runoff = 3.638(CFS) Total area = 0.630(Ac ) Process from Point/Station 1010.000 to Point/Station *"* PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 340.000(Ft.) Downstream point/station elevation = 336.600(Ft.) Pipe length = 172.00(FL) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.638(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 3.638(CFS) Normal flow depth in pipe = 6.80(ln.) Flow top width inside pipe = 11.89(ln.) Critical Depth = 9.76(ln.) Pipe flow velocity = 7.92(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 5.73 min. 1011.000 Process from Point/Station 1011.000 to Point/Station **" PIPEFLOW TRAVEL TIME (User specified size) 1012.000 Upstream point/station elevation = 336.600(Ft.) Downstream point/station elevation = 333.870(Ft.) Pipe length = 78.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.638(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.638(CFS) Normal flow depth in pipe = 5.24(ln.) Flow top width inside pipe = 16.36(ln.) Critical Depth = 8.73(ln.) Pipe flow velocity = 8.49(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 5.89 min. r Process from Point/Station 1012.000 to Point/Station *"* SUBAREA FLOW ADDITION **** 1012.000 I-+++++++++ Decimal fraction soil group A = 0.000 I I Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.89 min. Rainfall intensity = 6.639(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.050 Subarea runoff = 3.330(CFS) for 0.650(Ac.) Total runoff = 6.969(CFS) Total area = 1.280(Ac.) Process from Point/Station 1012.000 to Point/Station ' PIPEFLOW TRAVEL TIME (User specified size) 1003.000 Upstream point/station elevation = 333.870(Ft.) Downstream point/station elevation = 330.150(Ft.) Pipe length = 106.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.969(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 6.969(CFS) Normal flow depth in pipe = 7.40(ln.) Flow top width inside pipe = 17.71 (In.) Critical Depth = 12.26(ln.) Pipe flow velocity = 10.18(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 6.06 min. Process from Point/Station 1009.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **" 1003.000 The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 1.280(Ac.) Runoff from this stream = 6.969(CFS) Time of concentration = 6.06 min. Rainfall intensity = 6.516(ln/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 46.370 22.13 2.826 2 8.016 5.13 7.255 3 6.969 6.06 6.516 Qmax(1) = 1.000* 1.000* 46.370) + 0.390* 1.000* 8.016) + 0.434* 1.000* 6.969) + = 52.515 Qmax(2) = it ) P 1.000 * 0.232 * 46.370) + 1.000 * 1.000* 8.016) + 1.000 * 0.847 * 6.969) + = 24.666 1.000 * 0.274 * 46.370) + 0.898 * 1.000 * 8.016) + 1.000 * 1.000* 6.969) + = 26.868 Total of 3 main streams to confluence: Flow rates before confluence point: 46.370 8.016 6.969 Maximum flow rates at confluence using above data: 52.515 24.666 26.868 Area of streams before confluence: 22.800 1.330 1.280 Results of confluence: Total flow rate = 52.515(CFS) Time of concentration = 22.129 min. Effective stream area after confluence = 25.410(Ac.) H+++++++++++ Process from Point/Station 1003.000 to Point/Station 1013 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 329.740(Ft.) Downstream point/station elevation = 329.110(Ft.) Pipe length = 114.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 52.515(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 52.515(CFS) Normal flow depth in pipe = 23.77(ln.) Flow top width inside pipe = 48.00(ln.) Critical Depth = 26.14(ln.) Pipe flow velocity = 8.46(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 22.35 min. Process from Point/Station 1013.000 to Point/Station 1013.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Office Professional ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 Time of concentration = 22.35 min. Rainfall intensity = 2.808(ln/Hr) for a 100.0 year storm I Effective runoff coefficient used for total area (Q=KCIA) is C = 0.727 CA = 18.912 Subarea runoff = 0.589(CFS) for 0.590(Ac.) Total runoff = 53.105(CFS) Total area = 26.000(Ac.) H-+++ Process from Point/Station 1013.000 to Point/Station 1014 000 ' PIPEFLOW TRAVEL TIME (User specified size) **** **** Upstream point/station elevation = 329.110(Ft.) Downstream point/station elevation = 328.830(Ft.) Pipe length = 52.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.105(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 53.105(CFS) Normal flow depth in pipe = 24.09(ln.) Flow top width inside pipe = 48.00(ln.) Critical Depth = 26.29(ln.) Pipe flow velocity = 8.40(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 22.46 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1014.000 to Point/Station 1014.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 22.46 min. Rainfall intensity = 2.800(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.728 CA = 18.994 Subarea runoff = 0.072(CFS) for 0.100(Ac.) Total runoff = 53.177(CFS) Total area = 26.100(Ac.) Process from Point/Station 1014.000 to Point/Station 1015.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 328.410(Ft.) Downstream point/station elevation = 327.840(Ft.) Pipe length = 109.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.177(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 53.177(CFS) Normal flow depth in pipe = 24.33(ln.) Flow top width inside pipe = 48.00(ln.) I Critical Depth = 26.29(ln.) Pipe flow velocity = 8.31 (Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 22.68 min. Process from Point/Station 1015.000 to Point/Station 1015 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 22.68 min. Rainfall intensity = 2.782(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.730 CA = 19.601 Subarea runoff = 1.357{CFS) for 0.740(Ac.) Total runoff = 54.534(CFS) Total area = 26.840(Ac.) ++++++++++H Process from Point/Station 1015.000 to Point/Station 1016 000 **** PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 327.840(Ft.) Downstream point/station elevation = 327.140(Ft.) Pipe length = 134.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 54.534(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 54.534(CFS) Normal flow depth in pipe = 24.70(ln.) Flow top width inside pipe = 47.98(ln.) Critical Depth = 26.66(ln.) Pipe flow velocity = 8.36(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 22.94 min. Process from Point/Station 1016.000 to Point/Station 1016 000 SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 22.94 min. Rainfall intensity = 2.761 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.732 CA = 20.002 Subarea runoff = 0.699(CFS) for 0.490(Ac.) Total runoff = 55.233(CFS) Total area = 27.330(Ac.) Process from Point/Station 1016.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ***' 1017.000 Upstream point/station elevation = 327.140(Ft.) Downstream point/station elevation = 326.620(Ft.) Pipe length = 99.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 55.233(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 55.233(CFS) Normal flow depth in pipe = 24.87(ln.) Flow top width inside pipe = 47.97(ln.) Critical Depth = 26.81 (In.) Pipe flow velocity = 8.41 (Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 23.14 min. Process from Point/Station 1000.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 1017.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.330(Ac.) Runoff from this stream = 55.233(CFS) Time of concentration = 23.14 min. Rainfall intensity = 2.746(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 102.000 to Point/Station 102 000 **** USER DEFINED FLOW INFORMATION AT A POINT **** I-++++++++++++++ User specified 'C value of 0.800 given for subarea Rainfall intensity (I) = 3.632(ln/Hr) for a 100.0 year storm User specified values are as follows: TC= 15.00 min. Rain intensity = 3.63(ln/Hr) Total area = 20.240(Ac.) Total runoff = 63.980(CFS) NOTE: This User Defined data was taken from the initiai hydrology study for the La Costa Town Square Tentative IVIap for the Commercial; Residentiai; and Office; as CT 01-09, CT 08-03, and CT 08-07, respectively and inserted here for reference: Process from Point/Station 101.000 to Point/Station **** INITIAL AREA EVALUATION **** 102.000 User specified 'C value of 0.350 given for subarea Initial subarea total flow distance = 850.000(Ft.) Highest elevation = 420.000(Ft.) Lowest elevation = 388.000(Ft.) Elevation difference = 32.000(Ft.) Slope = 3.765% Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 850.00 (Ft.) entered leaves a remaining distance of 800.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 .#J minutes for a distance of 800.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]^.385 *60(min/hr) = 1 .#10 Minutes Tt=[(11.9*0.1515'^3)/( 0.00)]'^.385= 1.#J Rainfall intensity (I) = 2.796(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.724(CFS) Total initial stream area = 0.740(Ac.) I-++++++++ I A Process from Point/Station 101.000 to Point/Station 102 000 II J **** CONFLUENCE OF MINOR STREAMS **** 1^ I Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.740(Ac.) Runoff from this stream = 0.724(CFS) Time of concentration = 22.51 min. Rainfall intensity = 2.796(ln/Hr) Process from Point/Station 102.000 to Point/Station 102.000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.800 given for subarea Rainfall intensity (I) = 3.632(ln/Hr) for a 100.0 year storm User specified values are as follows: TC= 15.00 min. Rain intensity = 3.63(ln/Hr) Total area = 19.500(Ac.) Total runoff = 63.500(CFS) Process from Point/Station 102.000 to Point/Station 102.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 19.500(Ac.) Runoff from this stream = 63.500(CFS) Time of concentration = 15.00 min. Rainfall intensity = 3.632(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 0.724 22.51 2.796 2 63.500 15.00 3.632 Qmax(1) = 1.000* 1.000* 0.724) + 0.770* 1.000* 63.500) + = 49.603 Qmax(2) = 1.000* 0.666* 0.724) + 1.000* 1.000* 63.500) + = 63.983 Total of 2 streams to confluence: Flow rates before confluence point: 0.724 63.500 Maximum flow rates at confluence using above data: 49.603 63.983 Area of streams before confluence: 0.740 19.500 Results of confluence: Total flow rate = 63.983(CFS) Time of concentration = 15.000 min. Effective stream area after confluence = 20.240(Ac.) Process from Point/Station 102.000 to Point/Station 103.000 **** PIPEFLOW TRAVEL TIME (User specified size) ** Upstream point/station elevation = 379.070(Ft.) Downstream point/station elevation = 368.550(Ft.) Pipe length = 310.00(Ft) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.980(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 63.980(CFS) Normal flow depth in pipe = 18.45(ln.) Flow top width inside pipe = 35.99(ln.) Critical Depth = 30.82(ln.) Pipe flow velocity = 17.56(Ft/s) Travel time through pipe = 0.29 min. Time of concentration (TC) = 15.29 min. )•+++++++++++++++ Process from Point/Station 103.000 to Point/Station 103.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (1.0 DU/A or Less ) Impervious value, Ai = 0.100 Sub-Area C Value = 0.410 The area added to the existing stream causes a a lower flow rate of Q = 58.563(CFS) therefore the upstream flow rate of Q = 63.980(CFS) is being used Time of concentration = 15.29 min. Rainfall intensity = 3.587(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.794 CA = 16.327 Subarea runoff = O.OOO(CFS) for 0.330(Ac ) Total runoff = 63.980(CFS) Total area = 20 570(Ac ) Process from Point/Station 103.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *** 104.000 Upstream point/station elevation = 368.130(Ft.) Downstream point/station elevation = 362.470(Ft) Pipe length = 127.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.980(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 63.980(CFS) Normal flow depth in pipe = 17.02(ln.) Flow top width inside pipe = 35.95(ln.) Critical Depth = 30.82(ln.) Pipe flow velocity = 19.44(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 15.40 min. Process from Point/Station 104.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *** 105.000 H+++++++++++ Upstream point/station elevation = 362.090(Ft.) Downstream point/station elevation = 360.110(Ft) Pipe length = 44.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.980(CFS) Given pipe size = 36.00(ln.) Calculated individual pipe flow = 63.980(CFS) Normal flow depth in pipe = 16.97(ln.) Flow top width inside pipe = 35.94(ln.) Critical Depth = 30.82(ln.) Pipe flow velocity = 19.51 (Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.44 min. Process from Point/Station 103.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 105.000 h++++++++ Along Main Stream number; 2 in normal stream number 1 Stream flow area = 20.570(Ac.) Runoff from this stream = 63.980(CFS) Time of concentration = 15.44 min. Rainfall intensity = 3.565(ln/Hr) +++++H Process from Point/Station 201.000 to Point/Station **** INITIAL AREA EVALUATION **** 202.000 ] = 104.000(FL) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Initial subarea total flow distance Highest elevation = 383.000(Ft.) Lowest elevation = 381.200(Ft.) Elevation difference = 1.800(FL) Slope = 1.731 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 1.73 %, in a development type of 2.9 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 8.43 minutes TC = [1.8*(1.1-C)*distance(Ft.)'^.5)/(% slope^(1/3)] TC = [1.8*(1.1-0.4900)*( 85.000^5)/( 1.731^^(1/3)]= 8.43 The initial area total distance of 104.00 (Ft.) entered leaves a remaining distance of 19.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.36 minutes for a distance of 19.00 (Ft.) and a slope of 1.73 % with an elevation difference of 0.33(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 0.359 Minutes Tt=[(11.9*0.0036'^3)/( 0.33)]'^.385= 0.36 Total initial area Ti = 8.43 minutes from Figure 3-3 formula plus 0.36 minutes from the Figure 3-4 formula = 8.79 minutes Rainfall intensity (I) = 5.127(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.703(CFS) Total initial stream area = 0.280(Ac.) Process from Point/Station 202.000 to Point/Station 203 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 381.000(Ft.) End of street segment elevation = 370.000(Ft.) Length of street segment = 938.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(Ft) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(FL) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.551 (CFS) Depth of flow = 0.346(Ft.), Average velocity = 2.768(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12,542{Ft.) Flow velocity = 2.77(Ft/s) Travel time = 5.65 min. TC = 14.44 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 000 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Rainfall intensity = 3.722(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 2.239 Subarea runoff = 7.632(CFS) for 4.290(Ac.) Total runoff = 8.336(CFS) Total area = 4.570(Ac.) Street flow at end of street = 8.336(CFS) Half street flow at end of street = 8.336(CFS) Depth of flow = 0.413(Ft.), Average velocity = 3.201 (Ft/s) Flow width (from curb towards crown)= 15.915(Ft.) ++++++++++++++++++H Process from Point/Station 203.000 to Point/Station **** SUBAREA FLOW ADDITION **** 203.000 ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [LOW DENSITY RESIDENTIAL (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Time of concentration = 14.44 min. Rainfall intensity = 3.722(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.490 CA = 3.327 Subarea runoff = 4.049(CFS) for 2.220(Ac.) Total runoff = 12.385(CFS) Total area = 6.790(Ac.) 203.000 to Point/Station 204.000 ++++++++ PIPEFLOW TRAVEL TIME (User specified size) Upstream point/station elevation = 366.530(Ft.) Downstream point/station elevation = 365.670(Ft.) Pipe length = 86.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.385(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 12.385(CFS) Normal flow depth in pipe = 12.67(ln.) Flow top width inside pipe = 23.96(ln.) Critical Depth = 15.17(ln.) Pipe flow velocity = 7.36(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 14.63 min. Process from Point/Station 204.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *** 205.000 H++++++++++ Upstream point/station elevation = 365.300(Ft.) Downstream point/station elevation = 365.000(Ft.) Pipe length = 32.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.385(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 12.385(CFS) Normal flow depth in pipe = 12.91 (In.) Flow top width inside pipe = 23.93(ln.) Critical Depth = 15.17(ln.) Pipe flow velocity = 7.19(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 14.71 min. J Process from Point/Station 205.000 to Point/Station 206 000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** H++++++++ Estimated mean flow rate at midpoint of channel = 12.410(CFS) Depth of flow = 0.157(FL), Average velocity = 1.024(Ft/s) Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 2 3 4 0.00 8.00 85.00 109.00 Manning's 'N' friction factor = 3.50 0.00 0.00 8.50 0.035 Sub-Channel flow = 12.410(CFS) ' ' flow top width = 77.800(FL) ' ' velocity= 1.024(Ft/s) ' ' area= 12.121 (Sq.Ft) Froude number = 0.457 ) 1^ I Upstream point elevation = 365.000(Ft.) Downstream point elevation = 364.000(Ft.) Flow length = 144.000(FL) Travel time = 2.34 min. Time of concentration = 17.05 min. Depth of flow = 0.157(FL) Average velocity = 1.024(Ft/s) Total irregular channel flow = 12.410(CFS) Irregular channel normal depth above invert elev. = 0.157(Ft.) Average velocity of channel(s) = 1.024(Ft/s) Adding area flow to channel User specified 'C value of 0.350 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 8.461 (CFS) therefore the upstream flow rate of Q = 12.385{CFS) is being used Rainfall intensity = 3.344(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 2.531 Subarea runoff = O.OOO(CFS) for 0.440(Ac.) Total runoff = 12.385(CFS) Total area = 7.230(Ac.) Depth of flow = 0.156(FL), Average velocity = 1.023(Ft/s) h++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 105.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 361.100(Ft.) Downstream point/station elevation = 359.770(Ft.) Pipe length = 89.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 12.385(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 12.385(CFS) Normal flow depth in pipe = 11.25(ln.) Flow top width inside pipe = 23.95{ln.) Critical Depth = 15.17(ln.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 17.23 min. Process from Point/Station 206.000 to Point/Station 105.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 7.230(Ac.) Runoff from this stream = 12.385(CFS) Time of concentration = 17.23 min. Rainfall intensity = 3.322(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 63.980 15.44 2 12.385 17.23 Qmax(1) = 1.000* 1.000 1.000* 0.896 Qmax(2) = 0.932* 1.000 1.000* 1.000' 3.565 3.322 63.980) + 12.385) + = 63.980) + 12.385) + = 75.082 72.008 Total of 2 streams to confluence: Flow rates before confluence poinf 63.980 12.385 Maximum flow rates at confluence using above data- 75.082 72.008 Area of streams before confluence- 20.570 7.230 Results of confluence: Total flow rate = 75.082(CFS) Time of concentration = 15.441 min. Effective stream area after confluence = 27.800(Ac.) Process from Point/Station 105.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *** 2007.000 !• ++++++++ Upstream point/station elevation = 360.110(Ft.) Downstream point/station elevation = 338.830(Ft) Pipe length = 191.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 75.082(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 75.082(CFS) Normal flow depth in pipe = 13.50(ln.) Flow top width inside pipe = 39.23(ln.) Critical Depth = 32.55(ln.) Pipe flow velocity = 28.13(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 15.55 min. Process from Point/Station 105.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2007.000 I-++ Along Main Stream number: 2 in normal stream number 1 Stream flow area = 27.800(Ac.) Runoff from this stream = 75.082(CFS) Time of concentration = 15.55 min. Rainfall intensity = 3.548(ln/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) 1 75.082 15.55 Rainfall Intensity (In/Hr) 3.548 D Qmax(1) = 1.000* 1.000* 75.082) + = 75.082 Total of 1 streams to confluence: Flow rates before confluence point: 75.082 Maximum flow rates at confluence using above data: 75.082 Area of streams before confluence: 27.800 Results of confluence: Total flow rate = 75.082(CFS) Time of concentration = 15.554 min. Effective stream area after confluence = 27.800(Ac.) !• ++++++++ + + + Process from Point/Station 2003.000 to Point/Station 2004 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 ) Initial subarea total flow distance = 168.000(Ft.) Highest elevation = 377.500(Ft.) Lowest elevation = 371.000(Ft.) Elevation difference = 6.500(Ft.) Slope = 3.869 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.87 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.96 minutes TC = [1.8*(1.1-C)*distance(Ft.)'^.5)/(% slope'^(1/3)] TC = [1.8*(1.1-0.8200)*( 85.000^5)/( 3.869'^(1/3)]= 2.96 The initial area total distance of 168.00 (Ft.) entered leaves a remaining distance of 83.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.82 minutes for a distance of 83.00 (Ft.) and a slope of 3.87 % with an elevation difference of 3.21 (Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 0.820 Minutes Tt=[( 11.9*0.0157'^3)/( 3.21)]r385= 0.82 Total initial area Ti = 2.96 minutes from Figure 3-3 formula plus 0.82 minutes from the Figure 3-4 formula = 3.78 minutes Calculated TC of 3.780 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.665(CFS) Total initial stream area = 0.110(Ac.) Process from Point/Station 2004.000 to Point/Station 2005 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 371.000(Ft.) End of street segment elevation = 347.000(Ft.) Length of street segment = 211.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 30.000(FL) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(FL) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.119(CFS) Depth of flow = 0.172(Ft.), Average velocity = 5.076(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.863(Ft.) Flow velocity = 5.08(Ft/s) Travel time = 0.69 min. TC = 4.47 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.213 Subarea runoff = 0.907(CFS) for 0.150(Ac.) Total runoff = 1.573(CFS) Total area = 0.260(Ac.) Street flow at end of street = 1.573(CFS) Half street flow at end of street = 1.573(CFS) Depth of flow = 0.189(Ft.), Average velocity = 5.346(Ft/s) Flow width (from curb towards crown)= 4.722(Ft.) Process from Point/Station 2005.000 to Point/Station 2005 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.47 min. Rainfall intensity = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.361 Subarea runoff = 1.089(CFS) for 0.180(Ac.) Total runoff = 2.662(CFS) Total area = 0.440(Ac.) ( ) Process from Point/Station 2005.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ***' I-+++++++++++ 2007.000 Upstream point/station elevation = 346.500(Ft.) Downstream point/station elevation = 338.830(Ft.) Pipe length = 83.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.662(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.662(CFS) Normal flow depth in pipe = 3.71 (In.) Flow top width inside pipe = 11.10(ln.) Critical Depth = 8.39(ln.) Pipe flow velocity = 12.87(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 4.58 min. Process from Point/Station 2005.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 2007.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.440(Ac.) Runoff from this stream = 2.662(CFS) Time of concentration = 4.58 min. Rainfall intensity = 7.377(ln/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) .3 1 75.082 15.55 3.548 2 2.662 4.58 7.377 Qmax(1) = 1.000* 1.000* 75.082) + 0.481 * 1.000 * 2.662) + = Qmax(2) = 1.000* 0.295* 75.082) + 1.000* 1.000* 2.662) + = Total of 2 streams to confluence: 76.362 24.774 Flow rates before confluence point: j 75.082 2.662 Maximum flow rates at confluence using above data: 76.362 24.774 Area of streams before confluence: 27.800 0.440 Results of confluence: Total flow rate = 76.362(CFS) Time of concentration = 15.554 min. Effective stream area after confluence = 28.240(Ac.) Process from Point/Station 2007.000 to Point/Station 2008.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 338.440(Ft.) Downstream point/station elevation = 336.440(Ft.) Pipe length = 49.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 76.362(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 76.362(CFS) Normal flow depth in pipe = 17.84(ln.) Flow top width inside pipe = 41.52(ln.) Critical Depth = 32.81 (In.) Pipe flow velocity = 19.62(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 15.60 min. Process from Point/Station 2000.000 to Point/Station 2008.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 28.240(Ac.) Runoff from this stream = 76.362(CFS) Time of concentration = 15.60 min. Rainfall intensity = 3.542{ln/Hr) +++++++++++++++++++++H Process from Point/Station 2000.000 to Point/Station 2001.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 150.000(Ft.) Highest elevation = 384.000(Ft.) Lowest elevation = 378.000(Ft.) 3 Elevation difference = 6.000(Ft.) Slope = 4.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.01 minutes TC = [1.8*(1.1-C)*distance(Ft.)'^.5)/(% slope'^(1/3)] TC = [1.8*(1.1-0.8200)*( 90.000'^.5)/( 4.000^^(1/3)]= 3.01 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.63 minutes for a distance of 60.00 (Ft.) and a slope of 4.00 % with an elevation difference of 2.40(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 0.631 Minutes Tt=[(11.9*0.0114^3)/( 2.40)]'^.385= 0.63 Total initial area Ti = 3.01 minutes from Figure 3-3 formula plus 0.63 minutes from the Figure 3-4 formula = 3.64 minutes Calculated TC of 3.643 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.423(CFS) Total initial stream area = 0.070(Ac.) Process from Point/Station 2001.000 to Point/Station 2002 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 378.000(Ft.) End of street segment elevation = 348.000(Ft.) Length of street segment = 400.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.080 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(FL) Gutter hike from flowline = 1.250(ln.) Manning's N in gutter = 0.0130 Manning's N from gutter to grade break = 0.0130 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.835(CFS) Depth of flow = 0.191 (FL), Average velocity = 4.591(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.866(Ft.) Flow velocity = 4.59(Ft/s) Travel time = 1.45 min. TC = 5.10 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity = 7.288(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.459 Subarea runoff = 2.923(CFS) for 0.490(Ac ) Total runoff = 3.347(CFS) Total area = 0.560(Ac.) Street flow at end of street = 3.347(CFS) Half street flow at end of street = 3.347(CFS) Depth of flow = 0.227(Ft.), Average velocity = 5.234(Ft/s) Flow width (from curb towards crown)= 7.641 (Ft.) o Process from Point/Station 2002.000 to Point/Station **** SUBAREA FLOW ADDITION 2002.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.10 min. Rainfall intensity = 7.288(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.508 Subarea runoff = 0.359(CFS) for 0.060(Ac ) Total runoff = 3.705(CFS) Total area = 0.620(Ac ) Process from Point/Station 2002.000 to Point/Station PIPEFLOW TRAVEL TIME (User specified size) ***-2008.000 I-++++ Upstream point/station elevation = 340.000(Ft.) Downstream point/station elevation = 337.040(Ft) Pipe length = 43.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.705(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.705(CFS) Normal flow depth in pipe = 4.46(ln.) Flow top width inside pipe = 15.54(ln.) Critical Depth = 8.82(ln.) Pipe flow velocity = 10.87(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.16 min. Process from Point/Station 2002.000 to Point/Station 2008 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.620(Ac.) Runoff from this stream = 3.705(CFS) Time of concentration = 5.16 min. Rainfall intensity = 7.228(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 76.362 15.60 3.542 2 3.705 5.16 7.228 Qmax(1) = 1.000* 1.000* 76.362) + 0.490* 1.000* 3.705) + = 78 178 Qmax(2) = 1.000* 0.331 * 76.362) + 1.000* 1.000* 3.705) + = 28.976 Total of 2 streams to confluence: Flow rates before confluence point: 76.362 3.705 Maximum flow rates at confluence using above data" 78.178 28.976 Area of streams before confluence: 28.240 0.620 Results of confluence: Total flow rate = 78.178(CFS) Time of concentration = 15.595 min. Effective stream area after confluence = 28.860(Ac.) Process from Point/Station 2008.000 to Point/Station 1017 000 — +++ **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 336.040(Ft.) Downstream point/station elevation = 326.660(Ft.) Pipe length = 190.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 78.178(CFS) Given pipe size = 42.00(ln.) Calculated individual pipe flow = 78.178(CFS) Normal flow depth in pipe = 17.14(ln.) Flow top width inside pipe = 41.29(ln.) Critical Depth = 33.17(ln.) Pipe flow velocity = 21.17(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 15.75 min. „ , I-++++++++ Process from Point/Station 2008.000 to Point/Station 1017.000 CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 28.860(Ac.) Runoff from this stream = 78.178(CFS) Time of concentration = 15.75 min. Rainfall intensity = 3.520(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensitv No. (CFS) (min) (In/Hr) 1 55.233 23. 14 2.746 2 78.178 15. 75 3.520 Qmax(1) = 1.000 * 1.000 * 55.233) + 0.780 * 1.000* 78.178) + = 116.221 Qmax(2) = 78.178) + = 1.000 * 0.680 * 55.233) + 1.000 * 1.000 * 78.178) + = 115.762 Total of 2 main streams to confluence: Flow rates before confluence point: 55.233 78.178 Maximum flow rates at confluence using above data- X 116.221 115.762 Area of streams before confluence: 27.330 28.860 Results of confluence: Total flow rate = 116.221 (CFS) Time of concentration = 23.139 min. Effective stream area after confluence = 56.190(Ac.) Process from Point/Station 1017.000 to Point/Station 1018 000 +++++++-*-++++-^-+++ **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 326.200(Ft.) Downstream point/station elevation = 324.470(Ft.) Pipe length = 243.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 116.221 (CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 116.221 (CFS) Normal flow depth in pipe = 37.69(ln.) Flow top width inside pipe = 39.43(ln.) Critical Depth = 39.04(ln.) Pipe flow velocity = 10.98(Ft/s) Travel time through pipe = 0.37 min. Time of concentration (TC) = 23.51 min. +++++++++++H Process from Point/Station 1018.000 to Point/Station **** SUBAREA FLOW ADDITION **** !•++++ + + 1018.000 ] Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 108.533(CFS) therefore the upstream flow rate of Q = 116.221 (CFS) is being used Time of concentration = 23.51 min. Rainfall intensity = 2.718(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.708 CA = 39.926 Subarea runoff = O.OOO(CFS) for 0.240(Ac.) Total runoff = 116.221 (CFS) Total area = 56.430(Ac.) I ) Process from Point/Station 1018.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ***' 1019.000 Upstream point/station elevation = 324.470(Ft.) Downstream point/station elevation = 324.210(Ft.) Pipe length = 46.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 116.221 (CFS) Given pipe size = 48.00(ln.) NOTE: Normal flow is pressure flow in user selected pipe size. The approximate hydraulic grade line above the pipe invert is 2.033(Ft.) at the headworks or inlet of the pipe(s) Pipe friction loss = 0.301 (Ft.) Minor friction loss = 1.992(Ft.) K-factor = 1.50 Pipe flow velocity = 9.25(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 23.59 min. 3 Process from Point/Station 1000.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 1019.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 56.430(Ac.) Runoff from this stream = 116.221 (CFS) Tim e of concentration = 23.59 m in. Rainfall intensity = 2.712(ln/Hr) Program is now starting with Main Stream No. 2 I-++++++ . Process from Point/Station 600.000 to Point/Station 601 000 ( ) **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 125.000(FL) Highest elevation = 364.000(Ft.) Lowest elevation = 343.000(Ft.) Elevation difference = 21.000(Ft.) Slope = 16.800 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 16.80 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.97 minutes TC = [1.8*(1.1-C)*distance(Ft.)^.5)/(% slope'^(1/3)] TC = [1.8*(1.1-0.8200)*( 100.000^.5)/( 16.800'^(1/3)]= 1.97 The initial area total distance of 125.00 (Ft.) entered leaves a remaining distance of 25.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.19 minutes for a distance of 25.00 (Ft.) and a slope of 16.80 % /" \ with an elevation difference of 4.20(Ft.) from the end of the top area V_ / Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 0.185 Minutes Tt=[(11.9*0.0047'^3)/( 4.20)]^.385= 0.19 Total initial area Ti = 1.97 minutes from Figure 3-3 formula plus 0.19 minutes from the Figure 3-4 formula = 2.15 minutes Calculated TC of 2.153 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.512(CFS) Total initial stream area = 0.250(Ac.) Process from Point/Station 601.000 to Point/Station 602 000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.270(CFS) Depth of flow = 0.125(Ft.), Average velocity = 1.369(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 6.00 2 0.00 0.00 3 13.20 0.00 4 17.30 2.50 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 2.270(CFS) ' ' flow top width = 13.404(FL) • ' velocity= 1.369(Ft/s) ' ' area= 1.658(Sq.Ft) ' ' Froude number = 0.686 Upstream point elevation = 343.000(Ft.) Downstream point elevation = 338.000(Ft.) Flow length = 292.000(Ft.) Travel time = 3.56 min. Time of concentration = 5.71 min. Depth of flow = 0.125(FL) Average velocity = 1.369(Ft/s) Total irregular channel flow = 2.270(CFS) Irregular channel normal depth above invert elev. = 0.125(Ft.) Average velocity of channel(s) = 1.369(Ft/s) Adding area flow to channel User specified 'C value of 0.460 given for subarea Rainfall intensity = 6.773(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.460 CA = 0.437 Subarea runoff = 1.447(CFS) for 0.700(Ac.) Total runoff = 2.960(CFS) Total area = 0.950(Ac.) Depth of flow = 0.146(FL), Average velocity = 1.519(Ft/s) ! { ) Process from Point/Station 602.000 to Point/Station 604.000 **** PIPEFLOW TRAVEL TIME (User specified size) I 3 I-+4-+ + + + + + + **** Upstream point/station elevation = 335.130(Ft.) Downstream point/station elevation = 332.130(Ft.) Pipe length = 89.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.960(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 2.960(CFS) Normal flow depth in pipe = 4.77(ln.) Flow top width inside pipe = 15.88(ln.) Critical Depth = 7.85(ln.) Pipe flow velocity = 7.90(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 5.90 min. I-+++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 603.000 to Point/Station 604.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.041 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 0.288(CFS) therefore the upstream flow rate of Q = 2.960(CFS) is being used Time of concentration = 5.90 min. Rainfall intensity = 6.633(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area - (Q=KCIA) is C = 0.041 CA = 0.043 ) Subarea runoff = O.OOO(CFS) for 0.110(Ac.) ' - ' Total runoff = 2.960(CFS) Total area = 1.060(Ac.) Process from Point/Station 604.000 to Point/Station 604.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 ~~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.90 min. Rainfall intensity = 6.633(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.413 CA = 0.839 Subarea runoff = 2.604(CFS) for 0.970(Ac.) Total runoff = 5.564(CFS) Total area = 2.030(Ac.) Process from Point/Station 604.000 to Point/Station 1019.000 , r- ' -^ **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 332.130(Ft.) ' Downstream point/station elevation = 324.210(Ft.) Pipe length = 37.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.564(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 5.564(CFS) Normal flow depth in pipe = 4.11(ln.) Flow top width inside pipe = 15.12(ln.) Critical Depth = 10.91 (In.) Pipe flow velocity = 18.30(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.93 min. Process from Point/Station 604.000 to Point/Station 1019.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.030(Ac.) Runoff from this stream = 5.564(CFS) Time of concentration = 5.93 min. Rainfall intensity = 6.608(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) ( ) 1 116.221 23.59 2.712 2 5.564 5.93 6.608 Qmax(1) = 1.000* 1.000* 116.221) + 0.410* 1.000* 5.564) + = 118.504 Qmax(2) = 1.000* 0.251 * 116.221) + 1.000* 1.000* 5.564) + = 34.780 Total of 2 main streams to confluence: Flow rates before confluence point: 116.221 5.564 Maximum flow rates at confluence using above data- 118.504 34.780 Area of streams before confluence: 56.430 2.030 Results of confluence: Total flow rate = 118.504(CFS) Time of concentration = 23.590 min. Effective stream area after confluence = 58.460(Ac.) v...^^ Process from Point/Station 1019.000 to Point/Station 1020 000 ^*^*^^^^**^^^^^^^^ **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 323.800(Ft.) ~ ~ Downstream point/station elevation = 320.750(Ft.) Pipe length = 283.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.504(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 118.504(CFS) Normal flow depth in pipe = 32.30(ln.) Flow top width inside pipe = 45.04(ln.) Critical Depth = 39.34(ln.) Pipe flow velocity = 13.17(Ft/s) Travel time through pipe = 0.36 min. Time of concentration (TC) = 23.95 min. r I Process from Point/Station 1020.000 to Point/Station 1020 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type j (General Commercial ) Impervious value, Ai = 0.850 r' ) Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 109.536(CFS) therefore the upstream flow rate of Q = 118.504(CFS) is being used Time of concentration = 23.95 min. Rainfall intensity = 2.686(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.697 CA = 40.781 Subarea runoff = O.OOO(CFS) for 0.020(Ac.) Total runoff = 118.504(CFS) Total area = 58.480(Ac.) Process from Point/Station 1020.000 to Point/Station 1021.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 320.330(Ft.) Downstream point/station elevation = 298.900(Ft.) Pipe length = 55.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.504(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 118.504(CFS) Normal flow depth in pipe = 11.79(ln.) Flow top width inside pipe = 41.32(ln.) Critical Depth = 39.34(ln.) Pipe flow velocity = 49.49(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 23.97 min. Process from Point/Station 1021.000 to Point/Station 1021.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 77.085(CFS) therefore the upstream flow rate of Q = 118.504(CFS) is being used Time of concentration = 23.97 min. Rainfall intensity = 2.685(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 28.714 Subarea runoff = O.OOO(CFS) for 0.120(Ac.) Total runoff = 118.504(CFS) Total area = 58.600(Ac.) h+++++++++++ Process from Point/Station 1021.000 to Point/Station 1022.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 298.900(Ft.) ~~ Downstream point/station elevation = 290.010(Ft.) Pipe length = 22.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 118.504(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 118.504(CFS) Normal flow depth in pipe = 11.68(ln.) Flow top width inside pipe = 41.20(ln.) Critical Depth = 39.34(ln.) Pipe flow velocity = 50.14(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 23.97 min. Process from Point/Station 1000.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 1022.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 58.600(Ac.) Runoff from this stream = 118.504(CFS) Time of concentration = 23.97 min. Rainfall intensity = 2.684(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 700.000 to Point/Station **** INITIAL AREA EVALUATION **** 701.000 n I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 485.000(Ft.) Highest elevation = 354.000(Ft.) Lowest elevation = 339.000(Ft.) Elevation difference = 15.000(FL) Slope = 3.093% Top of Initial Area Slope adjusted by User to 8.050 % Bottom of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 8.05 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.51 minutes TC = [1.8*(1.1-C)*distance(FL)'^.5)/(% slope'^(1/3)] TC = [1.8*(1.1-0.8200)*( 100.000r5)/( 8.050^^(1/3)]= 2.51 The initial area total distance of 485.00 (Ft.) entered leaves a remaining distance of 385.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.45 minutes for a distance of 385.00 (Ft.) and a slope of 2.00 % with an elevation difference of 7.70{Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change{Ft.))]'^.385 *60(min/hr) = 3.447 Minutes Tt=[(11.9*0.0729'^3)/( 7.70)]^.385= 3.45 Total initial area Ti = 2.51 minutes from Figure 3-3 formula plus 3 3.45 minutes from the Figure 3-4 formula = 5.96 minutes Rainfall intensity (I) = 6.586(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 2.268(CFS) Total initial stream area = 0.420(Ac.) Process from Point/Station 701.000 to Point/Station 702.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 336.300(Ft.) Downstream point/station elevation = 335.200(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.268(CFS) Given pipe size = 10.00(ln.) Calculated individual pipe flow = 2.268(CFS) Normal flow depth in pipe = 5.66(ln.) Flow top width inside pipe = 9.91 (In.) Critical Depth = 8.07(ln.) Pipe flow velocity = 7.12(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 6.09 min. h + + Process from Point/Station 702.000 to Point/Station 702.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 6.09 min. Rainfall intensity = 6.497(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.443 Subarea runoff = 0.609(CFS) for 0.120(Ac.) Total runoff = 2.877(CFS) Total area = 0.540(Ac.) Process from Point/Station 702.000 to Point/Station 703.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 335.200(Ft.) Downstream point/station elevation = 314.000(Ft.) Pipe length = 112.00(FL) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.877(CFS) Given pipe size = 12.00(ln.) Calculated individual pipe flow = 2.877(CFS) Normal flow depth in pipe = 3.21(ln.) n Flow top width inside pipe = 10.63(ln.) Critical Depth = 8.73(ln.) Pipe flow velocity = 17.00(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 6.20 min. ' ) Process from Point/Station 703.000 to Point/Station **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** 704.000 Estimated mean flow rate at midpoint of channel = 2.927(CFS) Depth of flow = 0.193(Ft.), Average velocity = 1.457(Ft/s) ******* Irregular Channel Data . *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 2 3 4 0.00 15.00 25.00 37.00 6.10 0.00 0.00 6.10 Manning's 'N' friction factor = 0.035 Sub-Channel flow = 2.927(CFS) ' ' flow top width = 10.853(FL) ' ' velocity= 1.457(Ft/s) ' ' area= 2.008(Sq.Ft) ' ' Froude number = 0.597 Upstream point elevation = 314.000(Ft.) Downstream point elevation = 313.300(Ft.) Flow length = 62.000(Ft.) Travel time = 0.71 min. Time of concentration = 6.91 min. Depth of flow = 0.193(FL) Average velocity = 1.457(Ft/s) Total irregular channel flow = 2.927(CFS) Irregular channel normal depth above invert elev. = 0.193(Ft.) Average velocity of channel(s) = 1.457(Ft/s) Adding area flow to channel User specified 'C value of 0.410 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 2.063(CFS) therefore the upstream flow rate of Q = 2.877(CFS) is being used Rainfall intensity = 5.989(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.344 Subarea runoff = O.OOO(CFS) for 0.300(Ac.) Total runoff = 2.877(CFS) Total area = 0.840(Ac.) Depth of flow = 0.191 (Ft.), Average velocity = 1.448(Ft/s) .3 Process from Point/Station 704.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *** h++ 705.000 I Upstream point/station elevation = 307.900(Ft.) Downstream point/station elevation = 304.520(Ft.) Pipe length = 133.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.877(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 2.877(CFS) Normal flow depth in pipe = 5.05(ln,) Flow top width inside pipe = 16.17(ln.) Critical Depth = 7.72(ln.) Pipe flow velocity = 7.09(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 7.22 min. Process from Point/Station 705.000 to Point/Station **** SUBAREA FLOW ADDITION **** h++++++++ 705.000 User specified 'C value of 0.410 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 2.697(CFS) therefore the upstream flow rate of Q = 2.877(CFS) is being used Time of concentration = 7.22 min. Rainfall intensity = 5.821 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.410 CA = 0.463 Subarea runoff = O.OOO(CFS) for 0.290(Ac.) Total runoff = 2.877(CFS) Total area = 1.130(Ac.) Process from Point/Station 705.000 to Point/Station **** SUBAREA FLOW ADDITION **** 705.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.22 min. Rainfall intensity = 5.821 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.657 CA = 1.874 Subarea runoff = 8.029(CFS) for 1.720(Ac.) Total runoff = 10.906(CFS) Total area = 2.850(Ac.) J Process from Point/Station 705.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) *** I-++++++++++++++++++++++ 706.000 Upstream point/station elevation = 304.190(Ft.) Downstream point/station elevation = 293.870(Ft.) ( ) Pipe length = 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.906(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 10.906(CFS) Normal flow depth in pipe = 6.20(ln.) Flow top width inside pipe = 21.01 (In.) Critical Depth = 14.19(ln.) Pipe flow velocity = 16.94(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 7.31 min. Process from Point/Station 706.000 to Point/Station 706 000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.490 given for subarea ~ The area added to the existing stream causes a a lower flow rate of Q = 8.457(CFS) therefore the upstream flow rate of Q = 10.906(CFS) is being used Time of concentration = 7.31 min. Rainfall intensity = 5.772(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.465 Subarea runoff = O.OOO(CFS) for 0.140(Ac) Total runoff = 10.906(CFS) Total area = 2.990(Ac.) •"++++++++++++++++++++++++++++++++. Process from Point/Station 706.000 to Point/Station 1022 000 **** PIPEFLOW TRAVEL TIME (User specified size) *' Upstream point/station elevation = 293.620(Ft.) Downstream point/station elevation = 291.010(Ft) Pipe length = 37.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.906(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 10.906(CFS) Normal flow depth in pipe = 6.93(ln.) Flow top width inside pipe = 21.75(ln.) Critical Depth = 14.19(ln.) Pipe flow velocity = 14.53(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 7.36 min. • • T^T-r-r-r-rTT-rTTT-r-r-M- + i- + ++ + + + + + + + . Process from Point/Station 706.000 to Point/Station 1022 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 2.990(Ac.) Runoff from this stream = 10.906(CFS) Time of concentration = 7.36 min. Rainfall intensity = 5.751 (In/Hr) 3 Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 118.504 23.97 2.684 2 10.906 7.36 5.751 Qmax(1) = 1.000* 1.000* 118.504) + 0.467* 1.000* 10.906) + = 123.594 Qmax(2) = 1.000* 0.307* 118.504) + 1.000* 1.000* 10.906) + = 47.267 Total of 2 main streams to confluence: Flow rates before confluence point: 118.504 10.906 Maximum flow rates at confluence using above data- 123.594 47.267 Area of streams before confluence: 58.600 2.990 Results of confluence: Total flow rate = 123.594(CFS) Time of concentration = 23.975 min. Effective stream area after confluence = 61.590(Ac.) Process from Point/Station 1022.000 to Point/Station 1023.000 **** PIPEFLOW TRAVEL TIME (User specified size) ** Upstream point/station elevation = 290.010(Ft.) Downstream point/station elevation = 276.840(Ft.) Pipe length = 32.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 11.87(ln.) Flow top width inside pipe = 41.42(ln.) Critical Depth = 40.09(ln.) Pipe flow velocity = 51.06(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 23.98 min. I-++++++++ Process from Point/Station 1023.000 to Point/Station 1024.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 276.420(Ft.) Downstream point/station elevation = 273.710(Ft.) Pipe length = 22.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 48.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 16.20(ln.) Flow top width inside pipe = 45.39(ln.) Critical Depth = 40.09(ln.) Pipe flow velocity = 33.17(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 24.00 min. Process from Point/Station 1024.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ***' 1025.000 Upstream point/station elevation = 273.250(Ft.) Downstream point/station elevation = 272.920(Ft.) Pipe length = 17.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 25.64(ln.) Flow top width inside pipe = 53.93(ln.) Critical Depth = 39.28(ln.) Pipe flow velocity = 16.60(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 24.01 min. Process from Point/Station 1025.000 to Point/Station **** SUBAREA FLOW ADDITION **** 1025.000 User specified 'C value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of 0 = 81.496(CFS) therefore the upstream flow rate of Q = 123.594(CFS) is being used Time of concentration = 24.01 min. Rainfall intensity = 2.681 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 30.395 Subarea runoff = O.OOO(CFS) for 0.440(Ac.) Total runoff = 123.594(CFS) Total area = 62.030(Ac.) Process from Point/Station 1025.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ***' 1026.000 Upstream point/station elevation = 272.920(Ft.) Downstream point/station elevation = 270.790(Ft.) Pipe length = 114.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 25.71(ln.) Flow top width inside pipe = 53.94(ln.) Critical Depth = 39.28(ln.) Pipe flow velocity = 16.55(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 24.13 min. Process from Point/Station 1026.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) ***' I-++ 211.000 Upstream point/station elevation = 270.790(Ft.) Downstream point/station elevation = 267.830(Ft.) Pipe length = 159.00(Ft) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 123.594(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 123.594(CFS) Normal flow depth in pipe = 25.73(ln.) Flow top width inside pipe = 53.94(ln.) Critical Depth = 39.28(ln.) Pipe flow velocity = 16.52(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 24.29 min. ++++++++++++++++++H Process from Point/Station 1000.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** I-++++++++++++++ 211.000 The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 62.030(Ac.) Runoff from this stream = 123.594(CFS) Time of concentration = 24.29 min. Rainfall intensity = 2.662(ln/Hr) Program is now starting with Main Stream No. 2 ) Process from Point/Station 210.000 to Point/Station 211 000 **** 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 [LOW DENSITY RESIDENTIAL ] (2.9 DU/A or Less ) Impervious value, Ai = 0.250 Sub-Area C Value = 0.490 Rainfall intensity (I) = 2.538(ln/Hr) for a 100.0 year storm User specified values are as follows: TC= 26.15 min. Rain intensity = 2.54(ln/Hr) Total area = 3.780(Ac.) Total runoff = 4.706(CFS) NOTE: This User Defined data was taken from the initiai hydrology study for the La Costa Town Square Tentative IVIap for the Commercial; Residential; and Office; as CT 01-09, CT 08-03, and CT 08-07, respectively and inserted here for reference: Process from Point/Station 207.000 to Point/Station 208.000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.490 given for subarea Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 336.200(Ft.) Lowest elevation = 332.700(Ft.) Elevation difference = 3.500(Ft.) Slope = 3.500 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 .#J minutes for a distance of 50.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 1.#IO Minutes Tt=[(11.9*0.0095'^3)/( 0.00)]'^.385= 1.#J Rainfall intensity (I) = 2.694(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.198(CFS) Total initial stream area = 0.150(Ac.) +++++++++++++++++++++++++++++++++++H Process from Point/Station 208.000 to Point/Station 209.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 332.400(Ft.) End of street segment elevation = 307.000(Ft.) Length of street segment = 515.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(FL) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(FL) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.754(CFS) Depth of flow = 0.220(Ft.), Average velocity = 3.787(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.260(Ft.) ) Flow velocity = 3.79(Ft/s) Travel time = 2.27 min. TC = 26.10 min. Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.541 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.264 Subarea runoff = 3.014{CFS) for 2.430(Ac.) Total runoff = 3.212(CFS) Total area = 2.580(Ac.) Street flow at end of street = 3.212(CFS) Half street flow at end of street = 3.212(CFS) Depth of flow = 0.259(Ft.), Average velocity = 4.341 (Ft/s) Flow width (from curb towards crown)= 8.177(Ft.) Process from Point/Station 209.000 to Point/Station 209.000 **** SUBAREA FLOW ADDITION J User specified 'C value of 0.490 given for subarea Time of concentration = 26.10 min. Rainfall intensity = 2.541 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.852 Subarea runoff = 1.494(CFS) for 1.200(Ac.) Total runoff = 4.706(CFS) Total area = 3.780(Ac.) ++ + H Process from Point/Station 209.000 to Point/Station 210.000 **** PIPEFLOW TRAVEL TIME (User specified size) * Upstream point/station elevation = 297.600(Ft.) Downstream point/station elevation = 274.200(Ft.) Pipe length = 48.15(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.706(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 4.706(CFS) Normal flow depth in pipe = 3.09(ln.) Flow top width inside pipe = 13.58(ln.) Critical Depth = 10.00(ln.) Pipe flow velocity = 23.27(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 26.14 min. Process from Point/Station 210.000 to Point/Station 211.000 **** PIPEFLOW TRAVEL TIME (User specified size) * Upstream point/station elevation = 273.900(Ft.) Downstream point/station elevation = 269.300(Ft.) Pipe length = 9.95(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.706(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 4.706(CFS) Normal flow depth in pipe = 3.13(ln.) Flow top width inside pipe = 13.65(ln.) Critical Depth = 10.00(ln.) Pipe flow velocity = 22.87(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 26.15 min. Process from Point/Station 210.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 211.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.780(Ac.) Runoff from this stream = 4.706(CFS) Time of concentration = 26.15 min. Rainfall intensity = 2.538(ln/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 123.594 24.29 2 4.706 26.15 Qmax(1) = 1.000 * 1.000 1.000* 0.929 Qmax(2) = 0.953 * 1.000 1.000* 1.000' 2.662 2.538 123.594) + 4.706) + = 127.965 123.594) + 4.706) + = 122.552 Total of 2 main streams to confluence: Flow rates before confluence point: 123.594 4.706 Maximum flow rates at confluence using above data: 127.965 122.552 Area of streams before confluence: 62.030 3.780 Results of confluence: Total flow rate = 127.965(CFS) Time of concentration = 24.289 min. Effective stream area after confluence = 65.810(Ac.) Process from Point/Station 211.000 to Point/Station 152 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 267.830(Ft.) Downstream point/station elevation = 267.000(Ft.) Pipe length = 44.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 127.965(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 127.965(CFS) Normal flow depth in pipe = 26.16(ln.) Flow top width inside pipe = 53.97(ln.) Critical Depth = 39.95(ln.) Pipe flow velocity = 16.75(Ft/s) Travel time through pipe = 0.04 min. ' Time of concentration (TC) = 24.33 min. ++++++++H Process from Point/Station 152.000 to Point/Station 153 000 **** PIPEFLOW TRAVEL TIME (User specified size) ** Upstream point/station elevation = 266.500(Ft.) Downstream point/station elevation = 266.050(Ft.) Pipe length = 20.67(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 127.965(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 127.965(CFS) Normal flow depth in pipe = 25.10(ln.) Flow top width inside pipe = 53.87(ln.) Critical Depth = 39.95(ln.) Pipe flow velocity = 17.67(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 24.35 min. Process from Point/Station 1000.000 to Point/Station 153 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 65.810(Ac.) Runoff from this stream = 127.965(CFS) Time of concentration = 24.35 min. Rainfall intensity = 2.657(ln/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 316.000 to Point/Station 153 000 **** USER DEFINED FLOW INFORMATION AT A POINT **** User specified 'C value of 0.490 given for subarea Rainfall intensity (I) = 2.231(ln/Hr)fora 100.0 year storm User specified values are as follows: TC= 31.93min. Rain intensity = 2.23(ln/Hr) Total area = 10.790(Ac.) Total runoff = 10.936(CFS) NOTE: This User Defined data was taken from the initial hydrology study for the La Costa Town Square Tentative IVIap for the Commercial; Residential; and Office; as CT 01-09, CT ^ 08-03, and CT 08-07, respectively and inserted here for reference: yj Process from Point/station 301.000 to Point/Station 302.000 ' **** INITIAL AREA EVALUATION **** I I ) User specified 'C value of 0.490 given for subarea Initial subarea total flow distance = 55.000(Ft.) Highest elevation = 383.500(Ft.) Lowest elevation = 382.900(Ft.) Elevation difference = 0.600(FL) Slope = 1.091% Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 55.00 (Ft.) entered leaves a remaining distance of 5.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 .#J minutes for a distance of 5.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0009'^3)/( 0.00)]^.385= 1.#J Rainfall intensity (I) = 2.690(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.490 Subarea runoff = 0.105(CFS) Total initial stream area = 0.080(Ac.) Process from Point/Station 302.000 to Point/Station 303.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 381.200(Ft.) End of street segment elevation = 374.700(Ft.) Length of street segment = 370.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 18.000(FL) Distance from crown to crossfall grade break = 16.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.769(CFS) Depth of flow = 0.203(Ft.), Average velocity = 2.117(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.405(Ft.) Flow velocity = 2.12(Ft/s) Travel time = 2.91 min. TC = 26.81 min. Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.497(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.608 Subarea runoff = 1.412(CFS) for 1.160(Ac.) Total runoff = 1.517(CFS) Total area = 1.240(Ac.) Street flow at end of street = 1.517(CFS) Half street flow at end of street = 1.517(CFS) Depth of flow = 0.243(Ft.), Average velocity = 2.455(Ft/s) Flow width (from curb towards crown)= 7.394(Ft.) Process from Point/Station 303.000 to Point/Station 304 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 374.700(Ft.) End of street segment elevation = 315.900(Ft.) Length of street segment = 630.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(FL) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.655(CFS) Depth of flow = 0.226(Ft.), Average velocity = 5.319(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.541 (Ft.) Flow velocity = 5.32(Ft/s) Travel time = 1.97 min. TC = 28.78 min. Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.385(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.553 Subarea runoff = 2.188(CFS) for 1,930(Ac.) Total runoff = 3.705(CFS) Total area = 3.170(Ac.) Street flow at end of street = 3.705(CFS) Half street flow at end of street = 3.705(CFS) Depth of flow = 0.247(Ft.), Average velocity = 5.734(Ft/s) Flow width (from curb towards crown)= 7.582(Ft.) I I +++H Process from Point/Station 304.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 305.000 Upstream point/station elevation = 305.500(Ft.) Downstream point/station elevation = 299.630(Ft) Pipe length = 42.23(FL) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 3.705(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.705(CFS) Normal flow depth in pipe = 3.74(ln.) Flow top width inside pipe = 14.61 (In.) Critical Depth = 8.82(ln.) Pipe flow velocity = 13.95(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 28.84 min. ++++++H Process from Point/Station 304.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 3.170(Ac.) Runoff from this stream = 3.705(CFS) Time of concentration = 28.84 min. Rainfall intensity = 2.383(ln/Hr) ++ + H Process from Point/Station 306.000 to Point/Station **** INITIAL AREA EVALUATION **** 307.000 User specified 'C value of 0.490 given for subarea Initial subarea total flow distance = 35.000(Ft.) Highest elevation = 377.300(Ft) Lowest elevation = 376.200(Ft.) Elevation difference = 1.100(Ft.) Slope = 3.143 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0 000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS- The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 35.00 (Ft.) entered leaves a remaining distance of 0.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 .#J minutes for a distance of 0.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 1.#IO Minutes Tt=[(11.9*0.0000'^3)/( 0.00)]'^.385= 1.#J Rainfall intensity (I) = 2.383(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 490 Subarea runoff = 0.012(CFS) Total initial stream area = 0.010(Ac.) I I ) Process from Point/Station 307.000 to Point/Station 308 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** I-++++ Top of street segment elevation = 376.200(Ft.) End of street segment elevation = 326.100(Ft.) Length of street segment = 495.000(FL) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(FL) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.698(CFS) Depth of flow = 0.155(Ft.), Average velocity = 4.335(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.997(Ft.) Flow velocity = 4.33(Ft/s) Travel time = 1.90 min. TC = 30.74 min. Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.287(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.647 Subarea runoff = 1.467(CFS) for 1.310(Ac.) Total runoff = 1.479(CFS) Total area = 1.320(Ac.) Street flow at end of street = 1.479(CFS) Half street flow at end of street = 1.479(CFS) Depth of flow = 0.192(FL), Average velocity = 4.860(Ft/s) Flow width (from curb towards crown)= 4.827(Ft.) Process from Point/Station 308.000 to Point/Station 308 000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.490 given for subarea Time of concentration = 30.74 min. Rainfall intensity = 2.287(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.142 Subarea runoff = 1.132(CFS)for 1.010(Ac.) Total runoff = 2.611 (CFS) Total area = 2.330(Ac.) H+++++H Process from Point/Station 308.000 to Point/Station 309 000 ' IMPROVED CHANNEL TRAVEL TIME **** J Upstream point elevation = 326.1 OO(FL) Downstream point elevation = 318.200(Ft.) Channel length thru subarea = 90.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 65.000 Slope or 'Z' of right channel bank = 65.000 Manning's'N' =0.015 Maximum depth of channel = 0.500(FL) Flow(q) thru subarea = 2.611 (CFS) Depth of flow = 0.100(Ft.), Average velocity = 3.991 (Ft/s) Channel flow top width = 13.040(Ft.) Flow Velocity = 3.99(Ft/s) Travel time = 0.38 min. Time of concentration = 31.11 min. Critical depth = 0.158(FL) Process from Point/Station 309.000 to Point/Station **** SUBAREA FLOW ADDITION **** 309.000 I-+++++ User specified 'C value of 0.490 given for subarea Time of concentration = 31.11 min. Rainfall intensity = 2.269(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.215 Subarea runoff = 0.146(CFS) for 0.150(Ac.) Total runoff = 2.757(CFS) Total area = 2.480(Ac.) +++++++++ Process from Point/Station 309.000 to Point/Station 310 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 318.200(Ft.) End of street segment elevation = 312.500(FL) Length of street segment = 40.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 2.935(CFS) Depth of flow = 0.219(Ft.j, Average velocity = 6.414(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.215(Ft.) Flow velocity = 6.41 (Ft/s) Travel time = 0.10 min. TC = 31.22 min. Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.264(ln/Hr) for a 100.0 year storm I-++++ Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.372 Subarea runoff = 0.349(CFS) for 0.320(Ac.) Total runoff = 3.106(CFS) Total area = 2.800(Ac.) Street flow at end of street = 3.106(CFS) Half streetflow at end of street = 3.106(CFS) Depth of flow = ^.223(Ft.), Average velocity = 6.494(Ft/s) Flow width (from curb towards crown)= 6.380(Ft.) Process from Point/Station 310.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **' H+++++++++++++++++ 305.000 Upstream point/station elevation = 300.730(Ft.) Downstream point/station elevation = 299.630(Ft.) Pipe length = 7.41 (FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 3.106(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 3.106(CFS) Normal flow depth in pipe = 3.38(ln.) Flow top width inside pipe = 14.05(ln.) Critical Depth = 8.04(ln.) Pipe flow velocity = 13.55(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 31.23 min. Process from Point/Station 310.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 305.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.800(Ac.) Runoff from this stream = 3.106(CFS) Time of concentration = 31.23 min. Rainfall intensity = 2.263(ln/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) I I ) 1 3.705 28.84 2.383 2 3.106 31.23 2.263 Qmax(1) = 1.000* 1.000* 3.705) + 1.000* 0.923* 3.106) + = Qmax(2) = 0.950* 1.000* 3.705) + 1.000* 1.000* 3.106) + = 6.573 6.626 Total of 2 streams to confluence: Flow rates before confluence point: 3.705 3.106 Maximum flow rates at confluence using above data: 6.573 6.626 Area of streams before confluence: 3.170 2.800 Results of confluence: Total flow rate = 6.626(CFS) Time of concentration = 31.227 min. Effective stream area after confluence = 5.970(Ac.) Process from Point/Station 305.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **' Upstream point/station elevation = 299.300(Ft.) Downstream point/station elevation = 286.030(Ft.) Pipe length = 141.46(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 6.626(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 6.626(CFS) Normal flow depth in pipe = 5.54(ln.) Flow top width inside pipe = 16.62(ln.) Critical Depth = 11.94(ln.) Pipe flow velocity = 14.33(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 31.39 min. 311.000 I-++++++++++ Process from Point/Station 305.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 311.000 Along Main Stream number: 2 in normal stream number 1 Stream flow area = 5.970(Ac.) Runoff from this stream = 6.626(CFS) Time of concentration = 31.39 min. Rainfall intensity = 2.256(ln/Hr) Process from Point/Station 420.000 to Point/Station **** INITIAL AREA EVALUATION **** !• ++++++ +++ +++ ++++ + +++ +++ 421.000 User specified 'C value of 0.350 given for subarea Initial subarea total flow distance = 115.000(Ft.) Highest elevation = 383.000(Ft.) Lowest elevation = 372.000(Ft.) Elevation difference = 11.000(Ft.) Slope = 9.565 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 115.00 (Ft.) entered leaves a remaining distance of 65.00 (FL) Using Figure 3-4, the travel time for this distance is 1 .#J minutes for a distance of 65.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0123'^3)/( 0.00)]^.385= 1.#J Rainfall intensity (I) = 2.256(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.008(CFS) Total initial stream area = 0.010(Ac.) h++ Process from Point/Station 421.000 to Point/Station 422.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 372.000(Ft.) Downstream point elevation = 292.500(Ft.) Channel length thru subarea = 870.000(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 = 0.276(CFS) Manning's'N' =0.015 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 0.276(CFS) Depth of flow = 0.060(Ft.), Average velocity = 4.315(Ft/s) Channel flow top width = 1.121(FL) Flow Velocity = 4.31 (Ft/s) Travel time = 3.36 min. Time of concentration = 34.75 min. Critical depth = 0.127(FL) Adding area flow to channel User speeifled 'C value of 0.350 given for subarea Rainfall intensity = 2.112(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.241 Subarea runoff = 0.502(CFS) for 0.680(Ac.) Total runoff = 0.510(CFS) Total area = 0.690(Ac.) Depth of flow = 0.087(Ft.), Average velocity = 5.377(Ft/s) Critical depth = 0.188(Ft.) Process from Point/Station 422.000 to Point/Station 311.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 286.560(Ft.) Downstream point/station elevation = 286.030(Ft.) Pipe length = 52.51 (FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.510(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 0.510(CFS) Normal flow depth in pipe = 2.69(ln.) Flow top width inside pipe = 12.84(ln.) Critical Depth = 3.16(ln.) Pipe flow velocity = 3.08(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 35.04 min. Process from Point/Station 422.000 to Point/Station 311.000 **** CONFLUENCE OF MINOR STREAMS **** I ) Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.690(Ac.) Runoff from this stream = 0.510(CFS) Time of concentration = 35.04 min. Rainfall intensity = 2.101 (In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.626 31 39 2.256 2 0.510 35 04 2.101 Qmax(1) = 1.000 * 1.000 * 6.626) + 1.000 * 0.896 * 0.510) + = 7.083 Qmax(2) = 0.510) + = 0.932 * 1.000 * 6.626) + 1.000 * 1.000* 0.510) + = 6.683 Total of 2 streams to confluence: Flow rates before confluence point: 6.626 0.510 Maximum flow rates at confluence using above data: 7.083 6.683 Area of streams before confluence: 5.970 0.690 Results of confluence: Total flow rate = 7.083(CFS) Time of concentration = 31.392 min. Effective stream area after confluence = 6.660(Ac.) Process from Point/Station 311.000 to Point/Station 312.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 285.530(Ft.) Downstream point/station elevation = 282.840(Ft.) Pipe length = 55.56(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.083(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 7.083(CFS) Normal flow depth in pipe = 6.12(ln.) Flow top width inside pipe = 20.92(ln.) Critical Depth = 11.34(ln.) Pipe flow velocity = 11.23(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 31.47 min. Process from Point/Station 311.000 to Point/Station 312 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 6.660(Ac.) Runoff from this stream = 7.083(CFS) Time of concentration = 31.47 min. Rainfall intensity = 2.252(ln/Hr) h+++++++++++++H Process from Point/Station 401.000 to Point/Station 402 000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.350 given for subarea Initial subarea total flow distance = 295.000(Ft.) Highest elevation = 375.500(Ft.) Lowest elevation = 356.000(Ft.) Elevation difference = 19.500(Ft.) Slope = 6.610% Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 295.00 (Ft.) entered leaves a remaining distance of 245.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 .#J minutes for a distance of 245.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)'^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0464'^3)/( 0.00)]'^.385= 1.#J Rainfall intensity (I) = 2.252(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.350 Subarea runoff = 0.236(CFS) Total initial stream area = 0.300(Ac.) + + H Process from Point/Station 402.000 to Point/Station 403.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 356.000(Ft.) Downstream point elevation = 285.000(Ft.) Channel length thru subarea = 710.000(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 = 0.532(CFS) Manning's'N' =0.015 Maximum depth of channel = 1.000(Ft.) h++++++++ Flow(q) thru subarea = 0.532(CFS) Depth of flow = 0.087(Ft.), Average velocity = 5.619(Ft/s) Channel flow top width = 1.174(Ft.) Flow Velocity = 5.62(Ft/s) Travel time = 2.11 min. Time of concentration = 33.58 min. Critical depth = 0.193(Ft.) Adding area flow to channel User specified 'C value of 0.350 given for subarea Rainfall intensity = 2.160(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KC1A) is C = 0.350 CA = 0.367 Subarea runoff = 0.557(CFS) for 0.750(Ac.) Total runoff = 0.794(CFS) Total area = 1.050(Ac.) Depth of flow = 0.111(FL), Average velocity = 6.458(Ft/s) Critical depth = 0.246(Ft.) I Process from Point/Station 403.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **' 312.000 Upstream point/station elevation = 284.980(Ft.) Downstream point/station elevation = 282.840(Ft.) Pipe length = 58.27(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.794(CFS) Given pipe size = 18.00(ln.) Calculated individual pipe flow = 0.794(CFS) Normal flow depth in pipe = 2.44(ln.) Flow top width inside pipe = 12.32(ln.) Critical Depth = 3.97(ln.) Pipe flow velocity = 5.53(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 33.76 min. Process from Point/Station 403.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 312.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.050(Ac.) Runoff from this stream = 0.794(CFS) Time of concentration = 33.76 min. Rainfall intensity = 2.153(ln/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 7.083 31.47 2.252 2 0.794 33.76 2.153 Qmax(1) = 1.000* 1.000* 7.083) + 1.000* 0.932* 0.794) + = 7.823 Qmax(2) = 0.956* 1.000* 7.083) + 1.000* 1.000* 0.794) + = 7.564 Total of 2 streams to confluence: Flow rates before confluence point: 7.083 0.794 Maximum flow rates at confluence using above data: 7.823 7.564 Area of streams before confluence: 6.660 1.050 Results of confluence: Total flow rate = 7.823(CFS) Time of concentration = 31.474 min. Effective stream area after confluence = 7.710(Ac.) I-++++++++++++++++++++ Process from Point/Station 312.000 to Point/Station 313 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 282.510(Ft.) ~ Downstream point/station elevation = 268.220(Ft.) Pipe length = 290.95(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 7.823(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 7.823(CFS) Normal flow depth in pipe = 6.41 (In.) Flow top width inside pipe = 21.24(ln.) Critical Depth = 11.94(ln.) Pipe flow velocity = 11.61(Ft/s) Travel time through pipe = 0.42 min. Time of concentration (TC) = 31.89 min. Process from Point/Station 312.000 to Point/Station 313 000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 1 Stream flow area = 7.710(Ac.) Runoff from this stream = 7.823(CFS) Time of concentration = 31.89 min. Rainfall intensity = 2.233(ln/Hr) Process from Point/Station 314.000 to Point/Station 310 000 **** INITIAL AREA EVALUATION **** User specified 'C value of 0.490 given for subarea Initial subarea total flow distance = 20.000(Ft.) Highest elevation = 316.700(Ft.) Lowest elevation = 312.500(Ft.) Elevation difference = 4.200(Ft.) Slope = 21.000 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0 000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 20.00 (Ft.) entered leaves a remaining distance of 0.00 (Ft ) Using Figure 3-4, the travel time for this distance is 1 #J minutes for a distance of 0.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)^3)/(elevation change(Ft.))]'^.385 *60(min/hr) = 1.#10 Minutes Tt=[(11.9*0.0000'^3)/( 0.00)]^.385= 1.#J Rainfall intensity (I) = 2.233(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 490 Subarea runoff = 0.011 (CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 310.000 to Point/Station 315 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 312.500(Ft.) End of street segment elevation = 295.500(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 17.000(Ft.) Distance from crown to crossfall grade break = 15.500(Ft) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 13.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(FL) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.476(CFS) Depth of flow = 0.146(Ft.), Average velocity = 3.527(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.527(Ft.) Flow velocity = 3.53(Ft/s) Travel time = 1.18 min. TC = 33.07 min. Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.181 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.461 Subarea runoff = 0.994(CFS) for 0.930(Ac.) Total runoff = 1.005(CFS) Total area = 0.940(Ac ) Street flow at end of street = 1.005(CFS) Half street flow at end of street = 1.005(CFS) \ Depth of flow = 0.182(FL), Average velocity = 3.846(Ft/s) y Flow width (from curb towards crown)= 4.358(Ft.) + + + H Process from Point/Station 315.000 to Point/Station **** SUBAREA FLOW ADDITION **** f-++ +++ + + + + + H 315.000 User specified 'C value of 0.490 given for subarea Time of concentration = 33.07 min. Rainfall intensity = 2.181 (In/Hr) for a 100.0 year storm Effective runoff coefl'icient used for total area (Q=KCIA) is C = 0.490 CA = 0.789 Subarea runoff = 0.716(CFS) for 0.670(Ac.) Total runoff = 1.721(CFS) Total area = 1.610(Ac.) Process from Point/Station 315.000 to Point/Station 316 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION I-+++++++++++++ Top of street segment elevation = 295.500(Ft.) End of street segment elevation = 278.400(Ft.) Length of street segment = 200.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 18.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side{s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(FL) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.876(CFS) Depth of flow = 0.209(Ft.), Average velocity = 4.768(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.675(Ft.) Flow velocity = 4.77(Ft/s) Travel time = 0.70 min. TC = 33.77 min. Adding area flow to street User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.152(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.931 Subarea runoff = 0.283(CFS) for 0.290(Ac.) Total runoff = 2.003(CFS) Total area = 1.900(Ac.) Street flow at end of street = 2.003(CFS) Half street flow at end of street = 2.003(CFS) Depth of flow = 0.212(Ft.), Average velocity = 4.835(Ft/s) Flow width (from curb towards crown)= 5.857(Ft.) I I Process from Point/Station 316.000 to Point/Station 316.000 (•++++++++ SUBAREA FLOW ADDITION User specified 'C value of 0.350 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 1.702(CFS) therefore the upstream flow rate of Q = 2.003(CFS) is being used Time of concentration = 33.77 min. Rainfall intensity = 2.152(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.350 CA = 0.791 Subarea runoff = O.OOO(CFS) for 0.360(Ac.) Total runoff = 2.003(CFS) Total area = 2.260(Ac.) 1-+++ + + + H Process from Point/Station 316.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **' 313.000 Upstream point/station elevation = 268.320(Ft.) Downstream point/station elevation = 268.220(Ft.) Pipe length = 5.00(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.003(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 2.003(CFS) Normal flow depth in pipe = 4.07(ln.) Flow top width inside pipe = 18.02(ln.) Critical Depth = 5.89(ln.) Pipe flow velocity = 5.67(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 33.79 min. Process from Point/Station 316.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 313.000 Along Main Stream number: 2 in normal stream number 2 Stream flow area = 2.260(Ac.) Runoff from this stream = 2.003(CFS) Time of concentration = 33.79 min. Rainfall intensity = 2.151 (In/Hr) Process from Point/Station 317.000 to Point/Station **** INITIAL AREA EVALUATION **** 318.000 I-+++++++++++ User specified 'C value of 0.900 given for subarea Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 321.700(Ft.) Lowest elevation = 321.000(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.400 % Top of Initial Area Slope adjusted by User to 0.000 % Bottom of Initial Area Slope adjusted by User to 0.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.00 %, in a development type of General Commercial The initial area total distance of 50.00 (Ft.) entered leaves a remaining distance of 0.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 #J minutes for a distance of 0.00 (Ft.) and a slope of 0.00 % with an elevation difference of 0.00(Ft.) from the end of the top area Tt - [11.9*length(Mi)^3)/(elevation change(Ft.))]'^.385 *60{min/hr) = 1 .#10 Minutes Tt=[(11.9*0.0000^3)/( 0.00)]'^.385= 1.#J Rainfall intensity (I) = 2.151 (In/Hr) for a 100,0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 900 Subarea runoff = 0.019(CFS) Total initial stream area = 0.010(Ac.) Process from Point/Station 318.000 to Point/Station 319 000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION Top of street segment elevation = 321.000(Ft.) End of street segment elevation = 278.400(Ft.) Length of street segment = 840.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 20.000(FL) Distance from crown to crossfall grade break = 18.500(Ft) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(F1.) Slope from curb to property line (v/hz) = 0 020 Gutter width = 1.500(FL) Gutter hike from flowline = 1.500(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0 695(CFS) Depth of flow = 0.171 (Ft.), Average velocity = 3.201 (Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.821 (Ft.) Flow velocity = 3.20(Ft/s) Travel time = 4.37 min. TC = 38.16 min. Adding area flow to street User specified 'C value of 0.900 given for subarea Rainfall intensity = 1.989(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.900 CA = 0.738 Subarea runoff = 1.448(CFS) for 0.810(Ac ) Total runoff = 1.468{CFS) Total area = 0.820(Ac ) Street flow at end of street = 1.468(CFS) Half street flow at end of street = 1.468(CFS) Depth of flow = 0.209(Ft.), Average velocity = 3.685(Ft/s) Flow width (from curb towards crown)= 5.719(Ft.) I-++ H++++++++++++++ 1^ ' I Process from Point/Station 319.000 to Point/Station 313 000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 268.550(Ft.) Downstream point/station elevation = 268.220(Ft.) Pipe length = 31.25(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.468(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 1.468(CFS) Normal flow depth in pipe = 4.09(ln.) Flow top width inside pipe = 18.05(ln.) Critical Depth = 5.02(ln.) Pipe flow velocity = 4.13(Ft/s) Travel time through pipe = 0.13 min. Time of concentration (TC) = 38.29 min. Process from Point/Station 319.000 to Point/Station 313 000 **** CONFLUENCE OF MINOR STREAMS Along Main Stream number: 2 in normal stream number 3 Stream flow area = 0.820(Ac.) Runoff from this stream = 1.468(CFS) Time of concentration = 38.29 min. Rainfall intensity = 1.985(ln/Hr) Summary of stream data: Stream Flowrate TC Rainfall Intensity No. (CFS) (min) (ln/Hr) 1 7.823 31.89 2.233 2 2.003 33.79 2.151 3 1.468 38.29 1.985 Qmax(1) = 1.000* 1.000* 7.823) + 1,000 * 0.944 * 2.003) + 1.000* 0.833 * 1.468) + = Qmax(2) = 1.468) + = 0.963 * 1.000* 7.823) + 1.000 * 1,000 * 2.003) + 1.000 * 0.882 * 1.468) + = Qmax(3) = 1.468) + = 0.889 * 1.000* 7.823) + 0.923 * 1.000* 2.003) + 1.000 * 1.000* 1.468) + = Total of 3 streams to confluence: 10.936 10.835 10.269 Flow rates before confluence point: 7.823 2.003 1.468 Maximum flow rates at confluence using above data- 10.936 10.835 10.269 Area of streams before confluence: 7.710 2.260 0.820 Results of confluence: Total flow rate = 10.936(CFS) Time of concentration = 31.892 min. Effective stream area after confluence = 10.790(Ac.) Process from Point/Station 316.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **' 153.000 Upstream point/station elevation = 266.220(Ft.) Downstream point/station elevation = 265 720(Ft) Pipe length = 21.26(FL) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 10.936(CFS) Given pipe size = 24.00(ln.) Calculated individual pipe flow = 10.936(CFS) Normal flow depth in pipe = 9.26(ln.) Flow top width inside pipe = 23.36(ln.) Critical Depth = 14.23(ln.) Pipe flow velocity = 9.78(Ft/s) Travel fime through pipe = 0.04 min. Time of concentration (TC) = 31.93 min. Process from Point/Station 316.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 153.000 The following data inside Main Stream is listed- In Main Stream number: 2 Stream flow area = 10.790(Ac.) Runoff from this stream = 10.936(CFS) Time of concentration = 31.93 min. Rainfall intensity = 2.231 (In/Hr) Summary of stream data: Stream Flow rate TC No. (CFS) (min) Rainfall Intensity (In/Hr) 1 127.965 24.35 2 10.936 31.93 Qmax(1) = 1.000* 1.000 1.000* 0.763 Qmax(2) = 0.840* 1.000' 1.000 * 1.000* 2.657 2.231 127.965) + 10.936) + = 136.306 127.965) + 10.936) + = 118.384 Total of 2 main streams to confluence: Flow rates before confluence point: 127.965 10.936 Maximum flow rates at confluence using above data- 136.306 118.384 Area of streams before confluence: 65.810 10.790 Results of confluence: Total flow rate = 136.306(CFS) Time of concentration = 24.352 min Effective stream area after confluence = 76.600(Ac.) *-PTPVH'AW S^^^^ ^^3 °°° *° Pofnt/Statio7 PIPEFLOW TRAVEL TIME (User specified size) **' 154.000 Upstream point/station elevation = 265 720(Ft) ~ Downstream point/station elevation = 264 1 lOfFt) Pipe length = 72.32(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 136.306(CFS) Given pipe size = 54.00(ln.) Calculated individual pipe flow = 136 306(CFS) Normal flow depth in pipe = 25.88(ln ) Flow top width inside pipe = 53.95(ln ) Critical Depth = 41.22(ln.) Pipe flow velocity = 18.11 (Pt/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 24 42 min End of computations, total study area = ' 76 600 (Ac ) ) SECTION 4 HYDROLOGY - DEVELOPED CONDITION BASIN 2 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 04/27/12 La Costa Town Square Developed Condition Hydrology Basin No. 2 ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2001 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal.fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Initial subarea total flow distance = 306.000(Ft.) Highest elevation = 334.700(Ft.) Lowest elevation = 331.300(Ft.) Elevation difference = 3.400(Ft.) Slope = 1.111 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.11 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.77 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope'^ (1/3 ) ] TC = [1.8* (1.1-0.8200) * ( 60.000-^.5) / ( 1.111^(1/3)]= 3.77 The initial area total distance of 306.00 (Ft.) entered leaves a remaining distance of 246.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.06 minutes for a distance of 246.00 (Ft.) and a slope of 1.11 % with an elevation difference of 2.73(Ft.) from the end of the top area Tt = [11. 9*length (Mi) ^3) / (elevation change (Ft.))]. 385 *60 (min/hr) = 3.062 Minutes Tt=[{11.9*0.0466^3)/( 2.73)]".385= 3.06 Total initial area Ti = 3.77 minutes from Figure 3-3 formula plus 3.06 minutes from the Figure 3-4 formula = 6.83 minutes Rainfall intensity (I) = 6.032(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 4.402(CFS) Total initial stream area = 0.890(Ac.) Process from Point/Station 2001.000 to Point/Station 2002 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 329.000(Ft.) Downstream point/station elevation = 325.000(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 4.402 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.402(CFS) Normal flow depth in pipe = 6.51(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 10.56(In.) Pipe flow velocity = 10.12(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 7.03 min. Process from Point/Station 2002.000 to Point/Station 2002 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 7.03 min. Rainfall intensity = 5.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.066 Subarea runoff = 1.911(CFS) for 0.410(Ac.) Total runoff = 6.313(CFS) Total area = 1.300(Ac.) ++++++ +++ +++ + +++ +++ + + + + + + +++ + + + + + + + +++ + +++ + +++++++ + + .^+ + .^.^_^+^^^ Process from Point/Station 2002.000 to Point/Station 2002 000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.850 given for subarea Time of concentration = 7.03 min. Rainfall intensity = 5.922(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.850 CA = 1.454 Subarea runoff = 2.295(CFS) for 0.410(Ac.) Total runoff = 8.608(CFS) Total area = 1.710(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +. + + ^.^.,4- + Process from Point/Station 2002.000 to Point/Station 2003 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 325.000(Ft.) Downstream point/station elevation = 324.400(Ft.) Pipe length = 30.00(Ft.) Manning's N = O.Oli No. of pipes = 1 Recjuired pipe flow = 8.608 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 8.608(CFS) Normal flow depth in pipe = 10.13(In.) Flow top width inside pipe = 14.05(In.) Critical Depth = 13.70(Ih.) Pipe flow velocity = 9.77(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7.08 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2003 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.08 min. Rainfall intensity = 5.895(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.849 CA = 1.527 Subarea runoff = 0.395(CFS) for 0.090(Ac.) Total runoff = 9.003(CFS) Total area = 1.800(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2003.000 to Point/Station 2004 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 324.400(Ft.) Downstream point/station elevation = 323.100(Ft.) Pipe length = 62.00(Ft.) Manning's N = O.Oli No. of pipes = 1 Recjuired pipe flow = 9.003 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.003(CFS) Normal flow depth in pipe = 10.29(In.) Flow top width inside pipe = 13.92(In.) Critical Depth = 13.86(In.) Pipe flow velocity = 10.04(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 7.18 min. + + + + + + + + + + + + +++ + + + ++++++ + + + + + + + + + + + + + + + + + + + + + + +++ + + + +^.4. Process from Point/Station 2004.000 to Point/Station 2004 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 7.18 min. Rainfall intensity = 5.840(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.846 CA = 1.650 Subarea runoff = 0.635(CFS) for 0.150(Ac.) Total runoff = 9.638(CFS) Total area = 1.950(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4.++ Process from Point/Station 2004.000 to Point/Station 2005 000 ••** PIPEFLOW TRAVEL TIME (Program estimated size) **** * * Upstream point/station elevation = 323.100(Ft.) Downstream point/station elevation = 321.100(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 9.638 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.638(CFS) Normal flow depth in pipe = 11.00(In.) Flow top width inside pipe = 13.26(In.) Critical Depth = 14.10(In.) Pipe flow velocity = 9.99(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 7.35 min. + + +++ + +++++ + + +++ + + + + + + + + + + ++++ + + + ++ + + + + + + + + + ++++ + + + + 4.+.,. +.^^.4. .^^.^^ Process from Point/Station 2005.000 to Point/Station 2005.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value =0.820 Time of concentration = 7.3 5 min. Rainfall intensity = 5.755(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.844 CA = 1.773 Subarea runoff = 0.568(CFS) for 0.150(Ac.) Total runoff = 10.205(CFS) Total area = 2.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2005.000 to Point/Station 2006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 321.100(Ft.) Downstream point/station elevation = 318.800(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 10.205 (CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 10.205(CFS) Normal flow depth in pipe = 11.63(In.) Flow top width inside pipe = 12.53(In.) Critical depth could not be calculated. Pipe flow velocity = 10.01(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 7.54 min. + + + + + +++ +++ +++ +++ + + ++^.+++^.^^^^^_^^^^^_^^^^_^^^^^^^^_^^_^_^^^^_^_^_^_^^_^^^_^_^_^^^^ Process from Point/Station 2000.000 to Point/Station 2006 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.100(Ac.) Runoff from this stream = 10.205(CFS) Time of concentration = 7.54 min. Rainfall intensity = 5.660(In/Hr) Program is now starting with Main Stream No. 2 ++ + + + + + ++++++++ ++++++ +++ + + + + + + + + + + + + + + +++++ + + + + + + + + +++^^+^^^^^^_^^^_^_^^_^ Process from Point/Station 2006.100 to Point/Station 2006 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Initial subarea total flow distance = 110.000(Ft.) Highest elevation = 330.400(Ft.) Lowest elevation = 329. 500(Ft.) Elevation difference = 0.900(Ft.) Slope = 0.818 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 0.82 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.17 minutes TC = [1.8*(l.l-C)*distance(Ft.)'-.5)/(% slope^^ (1/3 ) ] TC = [1.8*{l.l-0.8200)*( 60.000-^.5)/( 0.818-^(1/3)]= 4.17 The initial area total distance of 110.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1 01 minutes for a distance of 50.00 (Ft.) and a slope of 0.82 % with an elevation difference of 0.41(Ft.) from the end of the top area Tt = [11.9*length(Mi)-^3) / (elevation change (Ft.))]. 385 *60{min/hr) 1.010 Minutes Tt=[ (11.9*0.0095-^3) / ( 0.41) ]-^.385= 1.01 Total initial area Ti = 4.17 minutes from Figure 3-3 formula plus 1.01 minutes from the Figure 3-4 formula = 5.18 minutes Rainfall intensity (I) = 7.207(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.182(CFS) Total initial stream area = 0.200(Ac.) + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^. + + .4.^.^^^^^^^^^^^^^_^ Process from Point/Station 2006.200 to Point/Station 2006 300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.700(Ft.) Downstream point/station elevation = 320.900(Ft.) Pipe length = 119.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.182(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.182(CFS) Normal flow depth in pipe = 3.93(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 6.00(In.) Pipe flow velocity = 6.39(Ft/s) Travel time through pipe = 0.31 min. Time of concentration (TC) = 5.50 min. + + +++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + .^.^^+^.^.^^^_^^^^^^^ Process from Point/Station 2006.300 to Point/Station 2006 300 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.50 min. Rainfall intensity = 6.941(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.443 Subarea runoff = 1.892(CFS) for 0.340(Ac.) Total runoff = 3.074(CFS) Total area = 0.540(Ac.) + + + + + + + + + + + + + + + + H- + + + + + + + + + + + + + + + + + + + + + + + + + 4.4. + + .^ + ^^ + _^^^^^_^^_^_^^_l_^ Process from Point/Station 2006.300 to Point/Station 2006 400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320. 900 (Ft.) Downstream point/station elevation = 319.200(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.074(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.074(CFS) Normal flow depth in pipe = 5.88(In.) Flow top width inside pipe = 8.56(In.) Critical depth could not be calculated. Pipe flow velocity = 10.04(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.56 min. + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + + +++++ + + + 4 + + + + + ^.^^^_^^^_^^ Process from Point/Station 2006.400 to Point/Station 2006.400 SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.56 min. Rainfall intensity = 6.888(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.566 Subarea runoff = 0.823(CFS) for 0.150(Ac.) Total runoff = 3.897(CFS) Total area = 0.690(Ac.) + +++ + + + + + +•++ + + + + + + + + + + + + + Process from Point/Station 2006.400 to Point/Station 2006 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 319.200(Ft.) Downstream point/station elevation = 318.800(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.897(CFS) Nearest computed pipe diameter = 12, Calculated individual pipe flow = 3. Normal flow depth in pipe = 6.33(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 10.06(In.) Pipe flow velocity = 9.27(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.59 min. , 00(In. ,897(CFS) +++ + + + + + + + + + + + +++ + + + + + + + + + + + + +++ + + + + + +++ + + + 44 +++ + + ^.^^^.^^^^^_^^^_^_^_^^ Process from Point/Station 2006.400 to Point/Station 2006 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.690(Ac.) Runoff from this stream = 3.897(CFS) Time of concentration = 5.59 min. Rainfall intensity = 6.868(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 10 205 7 54 5 660 2 3 897 5 59 6 868 Qmax(1) = 1 000 * 1 000 * 10 205) + 0 824 * 1 000 * 3 897) + = Qmax(2) = 1 000 * 0 741 10 205) + 1 000 * 1 000 3 897) + = 13 .417 11.459 Total of 2 main streams to confluence: Flow rates before confluence point: 10.205 3.897 Maximum flow rates at confluence using above data- 13.417 11.459 Area of streams before confluence: 2.100 0.690 Results of confluence: Total flow rate = 13.417(CFS) Time of concentration = 7.540 min. Effective stream area after confluence = 2.790(Ac.) Process from Point/Station 2006.000 to Point/Station 2007 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 318.800(Ft.) Downstream point/station elevation = 317.400(Ft.) Pipe length = 66.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.417(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.417(CFS) Normal flow depth in pipe = 13.08 (In.) Flow top width inside pipe = 16.05(In.) Critical Depth = 16.38(In.) Pipe flow velocity = 9.76(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 7.65 min. Process from Point/Station 2007.000 to Point/Station 2007 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value =0.820 Time of concentration = 7.65 min. Rainfall intensity = 5.606(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.837 CA = 2.487 Subarea runoff = 0.524(CFS) for 0.180(Ac.) Total runoff = 13.941(CFS) Total area = 2.970(Ac.) + + + +++ + + +++ + + + + + + + + +++ +++ + + + + + + + + + + + + + + + + + + + + + + + + +++ + + +++ + + +++.^ + + ^.^^ Process from Point/Station 2000.000 to Point/Station 2007 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 2.97 0(Ac.) Runoff from this stream = 13.941 (CFS) Time of concentration = 7.65 min. Rainfall intensity = 5.606(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4^ Process from Point/Station 2007.100 to Point/Station 2007.200 **** 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 62.000(Ft.) Highest elevation = 329.900(Ft.) Lowest elevation = 328.800(Ft.) Elevation difference = 1.100(Ft.) Slope = 1.774 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.77 %, in a development type of General Commercial In Accordance With Table 3-2 Initial Area Time of Concentration = 3.60 minutes (for slope value of 2.00 %) Calculated TC of 3.600 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.665(CFS) Total initial stream area = 0.110(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.200 to Point/Station 2007.300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 324.400(Ft.) Downstream point/station elevation = 317.600(Ft.) Pipe length = 76.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 0.665 (CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 0.665(CFS) Normal flow depth in pipe = 2.40(In.) Flow top width inside pipe = 5.88(In.) Critical Depth = 4.95(In.) Pipe flow velocity = 9.11(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 3.74 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2007.300 to Point/Station 2007.300 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 3.74 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.180 Subarea runoff = 0.665(CFS) for 0.110(Ac.) Total runoff = 1.331(CFS) Total area = 0.220(Ac.) + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 2007.300 to Point/Station 2007 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317.600(Ft.) Downstream point/station elevation = 317.400(Ft.) Pipe length = 14.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 1.331 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.331(CFS) Normal flow depth in pipe = 4.86(In.) Flow top width inside pipe = 8. 97(In.) Critical Depth = 6.38(In.) Pipe flow velocity = 5.46(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 3.78 min. + + + + + + + + + + + + +++ + + +++ + + + + + + + + + + + + + + + + + + + + + +++.4.++^^.4..^^^^^^^_^^_^^_^_i_^^ Process from Point/Station 2007.300 to Point/Station 2007 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.220(Ac.) Runoff from this stream = 1.331(CFS) Time of concentration = 3.7 8 min. Rainfall intensity = 7.377(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 13.941 7.65 5.606 2 1.331 3.78 7.377 Qmax(1) = 1.000 * 1.000 * 13.941) + 0.760 * 1.000 * 1.331) + = 14.953 Qmax{2) = 1.000 * 0.494 * 13.941) + 1.000 * 1.000 * 1.331) + = 8.221 Total of 2 main streams to confluence: Flow rates before confluence point: 13.941 1.331 Maximum flow rates at confluence using above data: 14.953 8.221 Area of streams before confluence: 2.970 0.220 Results of confluence: Total flow rate = 14.953(CFS) Time of concentration = 7.653 min. Effective stream area after confluence = 3.190(Ac.) + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 2007.000 to Point/Station 2008 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317. 400(Ft.) Downstream point/station elevation = 313.300(Ft.) Pipe length = 271.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 14.953 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.953(CFS) Normal flow depth in pipe = 13.78(In.) Flow top width inside pipe = 19.95(In.) Critical Depth = 17.19(In.) Pipe flow velocity = 8.93(Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 8.16 min. Process from Point/Station 2000.000 to Point/Station 2008 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 3.150(Ac.) Runoff from this stream = 14.953(CFS) Time of concentration = 8.16 min. Rainfall intensity = 5.380(In/Hr) Program is now starting with Main Stream No. 2 + +++ +++++ + + +++ + + + + +++ + + + + + + + +++ + +++ + +. +++ ++++++++++ + .4.^ + ^^^^^_^^ Process from Point/Station 2008.100 to Point/Station 2008 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 180.000 (Ft.) Highest elevation = 329.700(Ft.) Lowest elevation = 326.200(Ft.) Elevation difference = 3.500(Ft.) Slope = 1.944 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.94 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.50 minutes TC = [1.8*{l.l-C)*distance(Ft.)'^.5)/(% slope"(l/3)] TC = [1.8*(1.1-0.8200) *( 75.000'^.5)/( 1.944^(1/3)]= 3.50 The initial area total distance of 180.00 (Ft.) entered leaves a remaining distance of 105.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.28 minutes for a distance of 105.00 (Ft.) and a slope of 1.94 % with an elevation difference of 2.04(Ft.) from the end of the top area Tt = [11. 9*length(Mi)'^3)/(elevation change (Ft.) )]". 385 *60(min/hr) 1.282 Minutes Tt=[ (11.9*0.0199-3)/( 2.04)]".385= 1.28 Total initial area Ti = 3.50 minutes from Figure 3-3 formula plus 1.28 minutes from the Figure 3-4 formula = 4.78 minutes Calculated TC of 4.779 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 820 Subarea runoff = 1.028(CFS) Total initial stream area = 0.170(Ac.) Process from Point/Station 2008.200 to Point/Station 2008 300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 322.200(Ft.) Downstream point/station elevation = 320.400(Ft.) Pipe length = 131.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 1.028 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.028(CFS) Normal flow depth in pipe = 4.66(In.) Flow top width inside pipe = 8.99(In.) Critical Depth = 5.59(In.) Pipe flow velocity = 4.45(Ft/s) Travel time through pipe = 0.49 min. Time of concentration (TC) = 5.27 min. + + + +++ + + + +++ + + ++++ + + + + + + + +++ + + + +++ + + + +++ +++ + ^.^ + ^ + ^^^^^^^_^^_^_^_^_^_^_^_^_^_^_^ Process from Point/Station 2008.300 to Point/Station 2008 300 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.27 min. Rainfall intensity = 7.132(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.353 Subarea runoff = 1.486(CFS) for 0.260(Ac.) Total runoff = 2.515(CFS) Total area = 0.430(Ac ) ++++++++++++++++++++++++++++++++++++++4+ ++++++++++++++++++++++++++++++ Process from Point/Station 2008.300 to Point/Station 2008 400 PIPEFLOW TRAVEL TIME (Program estimated size) **** * * * * Upstream point/station elevation = 320.400(Ft.) Downstream point/station elevation = 319.000(Ft.) Pipe length = 90.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 2.515 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.515(CFS) Normal flow depth in pipe = 6.46(In.) Flow top width inside pipe = 11.96(In.) Critical Depth = 8.15(In.) Pipe flow velocity = 5.83(Ft/s) Travel time through pipe = 0.26 min. Time of concentration (TC) = 5.53 min. ++++++ +++ + + + +++ +++++ + + + +++ + + +++++ + ++++ + ++++++++++ ++^.^++_^^.^+^^^^^^^ Process from Point/Station 2008.400 to Point/Station 2008 500 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 2.546(CFS) Depth of flow = 0.110 (Ft.), Average velocity = 1.017 "(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel niomber 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 4.70 2 10.00 0.00 3 32.60 0.00 4 56.30 12.00 Manning's 'N' friction factor = 0.03 5 Sub-Channel flow = 2.546(CFS) flow top width = 23.050(Ft.) velocity= 1.017(Ft/s) area = 2.503(Sq.Ft) ' Froude number = 0.544 Upstream point elevation = 319.000(Ft.) Downstream point elevation = 318.600(Ft.) Flow length = 36.000(Ft.) Travel time = 0.5 9 min. Time of concentration = 6.12 min. Depth of flow = 0.110(Ft.) Average velocity = 1.017(Ft/s) Total irregular channel flow = 2.546(CFS) Irregular channel normal depth above invert elev. = 0.110(Ft.) Average velocity of channel(s) = 1.017(Ft/s) Adding area flow to channel User specified 'C value of 0.490 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 2.444(CFS) therefore the upstream flow rate of Q = 2.515(CFS) is being used Rainfall intensity = 6.478(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.377 Subarea runoff = 0.000(CFS) for 0.340(Ac.) Total runoff = 2.515(CFS) Total area = 0.770(Ac.) Depth of flow = 0.109(Ft.), Average velocity = 1.012(Ft/s) Process from Point/Station 2008.500 to Point/Station 2008 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 314.500(Ft.) Downstream point/station elevation = 313.300(Ft.) Pipe length = 99.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 2.515 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 2.515(CFS) Normal flow depth in pipe = 6.30(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 8.15(In.) Pipe flow velocity = 6.02(Ft/s) Travel time through pipe = 0.27 min. Time of concentration (TC) = 6.39 min. +++ + + +++ + + + + +++++ + + + + + +++ + + + + + ++++ +++ + + + + + + .^.^.^.^^^^^^^^^^^^^_^_^_^^_^_^ Process from Point/Station 2008.500 to Point/Station 2008 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.770(Ac.) Runoff from this stream = 2.515(CFS) Time of concentration = 6.39 min. Rainfall intensity = 6.298(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 14.953 8.16 5.380 2 2.515 6.39 6.298 Qmax(1) = 1.000 * 1.000 * 14.953) + 0.854 * 1.000 * 2.515) + = 17 101 Qmax(2) = 1.000 * 0.783 * 14.953) + 1.000 * 1.000 * 2.515) + = 14.227 Total of 2 main streams to confluence: Flow rates before confluence point: 14.953 2.515 Maximum flow rates at confluence using above data- 17.101 14.227 Area of streams before confluence: 3.190 0.770 Results of confluence: Total flow rate = 17.101(CFS) Time of concentration = 8.158 min. Effective stream area after confluence = 3.960(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 2008.000 to Point/Station 2009.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 313.300(Ft.) Downstream point/station elevation = 312.400(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 17.101 (CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 17.101(CFS) Normal flow depth in pipe = 15.54(In.) Flow top width inside pipe = 22.93(In.) Critical Depth = 17.89(In.) Pipe flow velocity = 7.95(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.34 min. + + + + +++ +++ + + + + + + + + + +++ + + + + +++++++ + + ++++++ + + +++ +++ +++ + + + + + + .^ + .^.^^.4.+ Process from Point/Station 2009.000 to Point/Station 2009 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 The area added to the existing stream causes a a lower flow rate of Q = 16.749(CFS) therefore the upstream flow rate of Q = 17.101(CFS) is being used Time of concentration = 8.34 min. Rainfall intensity = 5.302(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.771 CA = 3.159 Subarea runoff = 0.000{CFS) for 0.140(Ac.) Total runoff = 17.101(CFS) Total area = 4.100(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2009.000 to Point/Station 2010 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 312.400(Ft.) Downstream point/station elevation = 312.200(Ft.) Pipe length = 13.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 17.101 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.101(CFS) Normal flow depth in pipe = 15.33(In.) Flow top width inside pipe = 18.65(In.) Critical Depth = 18.19(In.) Pipe flow velocity = 9.08(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2010.000 to Point/Station 2010.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0 Sub-Area C Value = 0.820 Time of concentration = Rainfall intensity = , Effective runoff coefficient used for'total area (Q=KCIA) is C = 0.773 CA = 3.323 Subarea runoff = 0.485(CFS) for 0.200(Ac.) Total runoff = 17.585(CFS) Total area = 0.000 0.000 0.000 1.000 . 850 8.37 min, 5.292(In/Hr) for a 100.0 year storm 4.300(Ac.) Process from Point/Station 2010.000 to Point/Station 2011 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 312.200(Ft.) Downstream point/station elevation = 311. 960 (Ft.) Pipe length = 26.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = Nearest computed pipe diameter = 24. Calculated individual pipe flow = 17. Normal flow depth in pipe = 16.55(In.) Flow top width inside pipe = 22.21(In.) Critical Depth = 18.13(In.) Pipe flow velocity = 7.60(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.43 min 17.585(CFS) 00(In.) 585(CFS) + + + + + + + + + + + + + + + + + + + + + + .j. + .4. + + .^ + ^^^^^^^^^^^_l__^_^_^_^_^_^_^_^^_^_^_^_^_^_^_^_^_^_^ Process from Point/Station 2000.000 to Point/Station 2011 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed; In Main Stream number: 1 Stream flow area = 4.3 00(Ac.) Runoff from this stream = 17. 585(CFS) Time of concentration = 8.43 min. Rainfall intensity = 5.268(In/Hr) Program is now starting with Main Stream No. 2 + + + + + + +++ + +++ + + + + + + + + + + + + + + + + + + + + + + + + + +++++ + + + + + + + + +++ + ^ + +++^.^^^^^^^^_^ Process from Point/Station 2011.100 to Point/Station **** INITIAL AREA EVALUATION **** 2011.200 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 214.000(Ft. Highest elevation = 329.200(Ft.) Lowest elevation = 324.600(Ft.) Elevation difference = 4.600(Ft.) Slope = 2 150 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75 00 (Ft) for the top area slope value of 2.15 %, in a development type of General Commercial ^ In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.38 minutes TC = [1.8*(l.l-C)*distance(Ft.)-^.5)/(% slope-^ (1/3) 1 TC = [1.8*(l.l-0.8200)*( 75.000".5)/( 2.150"(1/3)]= 3 38 The initial area total distance of 214.00 (Ft.) entered leaves a remaining distance of 139.00 (Ft.) using Figure 3-4, the travel time'for this distance is 1.53 minutes for a distance of 139.00 (Ft.) and a slope of 2 15 % minutes with an elevation difference of 2.99(Ft.) from the end of tho ^^v, = f^^-?*l-5^h(Mi)-^3)/(elevation chingelFtJ T] " 38r*60 min/hr^ 1.53 0 Minutes Tt=[ (11.9*0.0263"3)/( 2.99)]".385= 1 53 Total initial area Ti = 3.38 minutes from Figure 3-3 formula plus 1.53 minutes from the Figure 3-4 formula = 4 91 minutes Calculated TC of 4.912 minutes is less than 5 minutes resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area {Q=KCIA) is C = 0 820 Subarea runoff = 1.633(CFS) Total initial stream area = 0.270(Ac.) Process from Pomt/Station 2011.200 to Point/Station 2011 300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ^^^-^^^ Upstream point/station elevation = 319.600(Ft.) ~ ' Downstream point/station elevation = 3i7.700(Ft ) Pipe length = 73.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.633(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.633(CFS) Normal flow depth in pipe = 4.59 (In.) Flow top width inside pipe = 9.00(In.) Critical Depth = 7.05(In.) Pipe flow velocity = 7.20(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.08 min. Process from Pomt/Station 2011.300 to Point/Station 2011 300 **** SUBAREA FLOW ADDITION **** ^uil.JUU Decimal fraction soil group A = 0.000 ~ ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type j (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 5.08 min. Rainfall intensity = 7.301(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.312 Subarea runoff = 0.642(CFS) for 0.110(Ac ) Total runoff = 2.275(CFS) Total area = 0.380(Ac.) Process from Pomt/Station 2011.300 to Point/Station 2011 400 *** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317.700 (Ft.) ' Downstream point/station elevation = 312.600(Ft ) Pipe length = 137.50(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.275(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.275(CFS) Normal flow depth in pipe = 5.04(In.) Flow top width inside pipe = 8.93(In.) Critical Depth = 8.08(In.) Pipe flow velocity = 8 .92 {Ft/s) Travel time through pipe = 0.2 6 min. Time of concentration (TC) = 5.34 min. + -^ + +++++-^ + + +++ + + + +++ + + + +++++ + + + ^+ + + + + ++++^ + + ^^ +++^^^^^^^^^^^^^^^^_^^^^^ ***rcf,nf^r P°i^t/Station 2011.400 to Point/Station 2011.400 **** SUBAREA FLOW ADDITION **** uxx.iuu Decimal fraction soil group A = 0.000 ~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type j (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.34 min. Rainfall intensity = 7.073(In/Hr) for a 100.0 year storm Etfective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.443 Subarea runoff = 0.857(CFS) for 0.160(Ac ) Total runoff = 3.132(CFS) Total area = 0.540(Ac.) ++-^+++++++++++++++++++++++++++++++++++++++++++++^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 2011.400 to Point/Station 2011 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ^uxi.uuu Upstream point/station elevation = 312.600(Ft.) Downstream point/station elevation = 311.960(Ft ) Pipe length = 15.40(Ft.) Manning's N = O.Oli No. of pipes = 1 Required pipe flow = 3.132(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.132(CFS) Normal flow depth in pipe = 6.01(In.) Flow top width inside pipe = 8.48(In.) Critical depth could not be calculated. Pipe flow velocity = 9.99(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 5.36 min. + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + .^. + + .4..^.^ Process from Point/Station 2011.400 to Point/Station 2011 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.540(Ac.) Runoff from this stream = 3.132(CFS) Time of concentration = 5.36 min. Rainfall intensity = 7.051(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 17.585 3.132 Qmax(1) = Qmax(2) = 1.000 0.747 1.000 1.000 8.43 5.36 1.000 * 1.000 * 0.636 * 1.000 * 5.268 7.051 17.585) + 3.132) + = 17.585) + 3.132) + = 19.925 14.323 Total of 2 main streams to confluence: Flow rates before confluence point: 17.585 3.132 Maximum flow rates at confluence using above data: 19.925 14.323 Area of streams before confluence: 4.300 0.540 Results of confluence: Total flow rate = 19.925(CFS) Time of concentration = 8.428 min. Effective stream area after confluence 4.840(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2011.000 to Point/Station 2012 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 311.960(Ft.) Downstream point/station elevation = 311.100(Ft.) Pipe length = 37.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 19.925 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.925(CFS) Normal flow depth in pipe = 14.53(In.) Flow top width inside pipe = 19.39(In.) Critical Depth = 19.16(In.) Pipe flow velocity = 11.22(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 8.48 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2012.000 to Point/Station 2012 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = Rainfall intensity = Effective runoff coefficient used for total area (Q=KCIA) is C = 0.779 CA = 3.840 Subarea runoff = 0.218(CFS) for 0.090(Ac.) Total runoff = 20.143(CFS) Total area = 0. 000 0.000 0.000 1.000 8.48 min. 5.246(In/Hr) for a 100.0 year storm 4.930(Ac.) + + + + + +++ + + +++ + + +++ +++ + + + + + + ++++++ + + + + + + + 4.+^..^^.^.^.^^^^^^^^^_^_^_^^_i_^^_^ Process from Point/Station 2012.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 2013.000 Upstream point/station elevation = 311.100(Ft.) Downstream point/station elevation = 310.000(Ft.) Pipe length = 96.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = Nearest computed pipe diameter = 24. Calculated individual pipe flow = 20. Normal flow depth in pipe = 16.76(In.) Flow top width inside pipe = 22.03(In.) Critical Depth = 19.33(In.) Pipe flow velocity = 8.60(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 8.67 min 20.143(CFS) 00(In.) 143(CFS) + + ++++++++ + + +++ +++ +++++ + + + + + ++++ + + + +++ + + + + + + + ^.^^.+.^^^.^^_^^^^^^_^^_^^ Process from Point/Station 2013.000 to Point/Station **** SUBAREA FLOW ADDITION **** 2013 . 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 8.67 min. Rainfall intensity = 5.173(In/Hr) Effective runoff coefficient used for (Q=KCIA) is C = 0.781 CA = 4.110 Subarea runoff = 1.119(CFS) for 0.330(Ac.) Total runoff = 21.261(CFS) Total area = ] for a 100.0 year storm total area 5.260(Ac. Process from Point/Station 2013.000 to Point/Station 2014 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 310.000(Ft.) Downstream point/station elevation = 305. 300(Ft. Pipe length = 89.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.261(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 21.261(CFS) Normal flow depth in pipe = 13.11(In.) Flow top width inside pipe = 16.01(In.) Critical depth could not be calculated. Pipe flow velocity = 15.41(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 8.77 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2014.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5.2 60(Ac.) Runoff from this stream = 21.261(CFS) Time of concentration = 8.77 min. Rainfall intensity = 5.136(In/Hr) Program is now starting with Main Stream No. 2 + + + + + + + + + + + +++ +++ + + + + + + + +++ + +++ + ++ + + + + + + + +++++ + + + +++ + + 4._f.^. + .^ + .^^^^^ Process from Point/Station 2014.100 to Point/Station 2014 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Initial subarea total flow distance = 234.000(Ft.) Highest elevation = 330.200(Ft.) Lowest elevation = 325.000(Ft.) Elevation difference = 5.200(Ft.) Slope = 2.222 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.22 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.34 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.8200)* ( 75.000".5)/( 2.222"(1/3)]= 3.34 The initial area total distance of 234.00 (Ft.) entered leaves a remaining distance of 159.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.68 minutes for a distance of 159.00 (Ft.) and a slope of 2.22 % with an elevation difference of 3.53(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.676 Minutes Tt=[{11.9*0.0301"3)/( 3.53)]".385= 1.68 Total initial area Ti = 3.34 minutes from Figure 3-3 formula plus 1.68 minutes from the Figure 3-4 formula = 5.02 minutes Rainfall intensity (I) = 7.358(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 1.931(CFS) Total initial stream area = 0.320(Ac.) ++++++ + + + + +++++++ +++++ +++ + + + + ++++ +++ + + +++ +++ + + + ^.^..4..^+.^^.^.^^^^^^^ Process from Point/Station 2014.200 to Point/Station 2014 300 **** PIPEFLOW TRAVEL TIME (Program estimated size)**** Upstream point/station elevation = 320.000(Ft.) Downstream point/station elevation = 316.500(Ft.) Pipe length = 29.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.931(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.931(CFS) Normal flow depth in pipe = 4.20(In.) Flow top width inside pipe = 5.50(In.) Critical depth could not be calculated. Pipe flow velocity = 13.14(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 5.06 min. + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + + + + 4. + + + + _,.^^.^.^^^ Process from Point/Station 2014.300 to Point/Station 2014 300 **** SUBAREA FLOW ADDITION **** group group group group ) A B C D .000 .000 .000 . 000 Decimal fraction soil Decimal fraction soil Decimal fraction soil Decimal fraction soil [COMMERCIAL area type (General Commercial Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.06 min. Rainfall intensity = 7.323(In/Hr Effective runoff coefficient used for (Q=KCIA) is C = 0.820 CA = 0.279 Subarea runoff = 0.111(CFS) for Total runoff = 2.042(CFS) Total for a 100, total area 0.020(Ac, area = 0 year storm 0.340(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ + + + + + + + + + ++ + + + + + + + + + + + ++ + + + + + + + + Process from Point/Station 2014.300 to Point/Station 2014 400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 316.500(Ft.) Downstream point/station elevation = 312.500(Ft.) Pipe length = 122.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 2.042(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.042(CFS) Normal flow depth in pipe = 4.90(In.) Flow top width inside pipe = 8.96(In.) Critical Depth = 7.77(In.) Pipe flow velocity = 8.30(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) = 5.30 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.400 to Point/Station 2014 400 **** SUBAREA FLOW ADDITION **** ^ux-i.^uu Decimal fraction soil group A = 0.000 ' Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type j (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.3 0 min. Rainfall intensity = 7.103(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.927 Subarea runoff = 4.540(CFS) for 0 790(Ac ) Total runoff = 6.582(CFS) Total area = ' 1.130(Ac.) ++++++++++++++++++++++^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Point/Station 2014.400 to Point/Station 2014 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 312.500(Ft.) Downstream point/station elevation = 305.300(Ft ) Pipe length = 15.40(Ft.) Manning's N = O.Oli No. of pipes = 1 Required pipe flow = 6.582(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 6.582(CFS) Normal flow depth in pipe = 4.46(In.) Flow top width inside pipe = 9.00(In.) Critical depth could not be calculated. Pipe flow velocity = 30.14(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 5.31 min. Process from Point/Station 2014.400 to Point/Station 2014 000 **** CONFLUENCE OF MAIN STREAMS **** -i-uuu The following data inside Main Stream is listed: ~ '— In Main Stream number: 2 Stream flow area = 1.130(Ac.) Runoff from this stream = 6.582(CFS) Time of concentration = 5.31 min. Rainfall intensity = 7.096(In/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 2014.500 to Point/Station 2014 600 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 208.000(Ft. ) Sub-Area C Value = 0.820 Initial subarea total flow distance = Highest elevation = 320.700(Ft.) Lowest elevation = 318.000(Ft.) Elevation difference = 2.700(Ft.) Slope = 1.298 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 60.00 (Ft) for the top area slope value of 1.30 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.58 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/{% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 60.000".5)/( 1.298"{l/3)] The initial area total distance of 208.00 (Ft.) entered remaining distance of 148.00 (Ft.) Using Figure 3-4, the travel time for this for a distance of 148.00 (Ft.) and a slope with an elevation difference of 1.92(Ft, distance is of 1.30 % from the end 3 . 58 leaves a 1.95 minutes of the top area '3)/(elevation change(Ft.))]".385 *60(min/hr) Tt = [11.9*length(Mi) 1.950 Minutes Tt=[(11.9*0.0280"3)/( 1.92)]".385= 1.95 Total initial area Ti = 3.58 minutes from Figure 3-3 formula plus 1.95 minutes from the Figure 3-4 formula = 5.53 minutes Rainfall intensity (I) = 6.914(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 3.005(CFS) Total initial stream area = 0.530(Ac.) + + +++ + + + + + + + + + + + + + + + + +++ + + +++ +++ + + + +++ ++++++++ + + + + + +++ +++ + + + ++.^. ++.4.^^^^ Process from Point/Station 2014.600 to Point/Station 2014 700 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313.700 (Ft.) Downstream point/station elevation = 306.700(Ft.) Pipe length = 89.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 3.005(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 3.005(CFS) Normal flow depth in pipe = 4.75(In.) Flow top width inside pipe = 8.99(In.) Critical depth could not be calculated. Pipe flow velocity = 12.69(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 5.65 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2014.700 to Point/Station 2014 700 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 5.65 min. Rainfall intensity = 6.821(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.845 Subarea runoff = 9.580(CFS) for 1.720(Ac ) Total runoff = 12.585(CFS) Total area = 2.250(Ac.) Process from Point/Station 2014.700 to Point/Station 2014 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 306.700{Ft.) Downstream point/station elevation = 305.300(Ft ) Pipe length = 222.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 12.585 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 12.585(CFS) Normal flow depth in pipe = 17.22(In.) Flow top width inside pipe = 16.14(In.) Critical Depth = 15.86(In.) Pipe flow velocity = 5.96(Ft/s) Travel time through pipe = 0.62 min. Time of concentration (TC) = 6.27 min. + + + + ++++ +++ + + + + + + + + + +++ +++ + + + +++ + + ^^.^._^^^^^_^^^^_^_^_^_^_^_^_^_^_^_^_^_^_^_^_^^_^_^ Process from Point/Station 2014.700 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2014.000 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 = Summary of stream data: 2.250(Ac.) 12.585(CFS) 6.27 min. 6.378(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 3 Qmax(1) Qmax(2) = Qmax(3; 21 .261 8 .77 5 .136 6 .582 5 .31 7 096 12 .585 6 .27 6 378 1 .000 * 1 .000 * 21 .261) + 0 724 •* 1 000 * 6 . 582) + 0 805 * 1 000 12 585) + = 36 . 160 1 000 * 0 606 •* 21 261) + 1 000 * 1 000 * 6 582) + 1 000 * 0 848 •* 12 585) + = 30 128 1. 000 -*• 0. 715 * 21 261) + 0. 899 -* 1. 000 * 6. 582) + 1. 000 * 1. 000 * 12 . 585) + = 33 . 699 Total of 3 main streams to confluence: Flow rates before confluence point: 21.261 6.582 12.585 Maximum flow rates at confluence using above data- 36.160 30.128 33.699 Area of streams before confluence: 5.260 1.130 2.250 Results of confluence: Total flow rate = 36.160(CFS) Time of concentration = 8.766 min. Effective stream area after confluence = 8.640(Ac.) + + +++ +++++ + ++++ + + +++ + + + + + ++++++++ +++ + + + + +++ + + + + + .^^.^^^^^^_^^^^^^ Process from Point/Station 2014.000 to Point/Station 2014 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 The area added to the existing stream causes a a lower flow rate of Q = 35.893(CFS) therefore the upstream flow rate of Q = 36.160 (CFS) is being used Time of concentration = 8.77 min. Rainfall intensity = 5.136(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.797 CA = 6.989 Subarea runoff = 0.000(CFS) for 0.130(Ac.) Total runoff = 36.160(CFS) Total area = 8.770(Ac.) + + +++ + +++ + + + + + ++++++ + + + + + +++ + + + + + +++ + + + + + + ^..^.^^^.4.^^^^^_^^_^_i._i__^_^_^_^ Process from Point/Station 2014.000 to Point/Station 2015 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 305.300(Ft.) Downstream point/station elevation = 284.200(Ft.) Pipe length = 48.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.160(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 36.160(CFS) Normal flow depth in pipe = 10.57(In.) Flow top width inside pipe = 13.69(In.) Critical depth could not be calculated. Pipe flow velocity = 39.14 (Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 8.79 min. Process from Point/Station 2015.000 to Point/Station 2016 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 284.200(Ft.) Downstream point/station elevation = 283.500(Ft.) Pipe length = 39.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 36.160 (CFS) Nearest computed pipe diameter = 27.00(In.) Calculated individual pipe flow = 36.160(CFS) Normal flow depth in pipe = 19.50(In.) Flow top width inside pipe = 24.19(In.) Critical Depth = 24.41(In.) Pipe flow velocity = 11.76(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 8.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2000.000 to Point/Station 2016 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 8.770(Ac.) Runoff from this stream = 36.160(CFS) Time of concentration = 8.84 min. Rainfall intensity = 5.107(In/Hr) Program is now starting with Main Stream No. 2 Process from Point/Station 2019.500 to Point/Station 2020 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 162.000 (Ft.) Highest elevation = 342.100(Ft.) Lowest elevation = 338.800{Ft.) Elevation difference = 3.300(Ft.) Slope = 2.037 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.04 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.44 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 75.000".5)/( 2 . 037"(1/3)]= 3.44 The initial area total distance of 162.00 (Ft.) entered leaves a remaining distance of 87.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.09 minutes for a distance of 87.00 (Ft.) and a slope of 2.04 % with an elevation difference of 1.77(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.089 Minutes Tt=[(11.9*0.0165"3)/( 1.77)]".385= 1.09 Total initial area Ti = 3.44 minutes from Figure 3-3 formula plus 1.09 minutes from the Figure 3-4 formula = 4.53 minutes Calculated TC of 4.532 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 0.726(CFS) Total initial stream area = 0.120(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2020.000 to Point/Station 2021 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 329.800(Ft.) Downstream point/station elevation = 328.900(Ft.) Pipe length = 277.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 0.726 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 0.726(CFS) Normal flow depth in pipe = 5.93(In.) Flow top width inside pipe = 8.53(In.) Critical Depth = 4.65(In.) Pipe flow velocity = 2.35(Ft/s) Travel time through pipe = 1.97 min. Time of concentration (TC) = 6.50 min. \/\^ ^^'D^K^^v^€Luo ++++++++++++++++++++++++++++++++++++++++++++++++++.^.^.^.4..^+^^^^^ Process from Point/Station 2021.000 to Point/Station 2021 000 •**** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.85 0 Sub-Area C Value = 0.820 Time of concentration = 6.50 min. Rainfall intensity = 6.230{In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.312 Subarea runoff = 1.215(CFS) for 0.260(Ac.) Total runoff = 1.941(CFS) Total area = 0.380(Ac.) + +++ + + +++ + + + + + + + + + + + + ++++ + + + ++++ +++ + + + + + + + ++4 + + .^,.^^.^.^ + ^^^^^^^^^^^ Process from Point/Station 2021.000 to Point/Station 2022 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 328.900(Ft.) Downstream point/station elevation = 327.900(Ft.) Pipe length = 63.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.941(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.941(CFS) Normal flow depth in pipe = 6. 88 (In.) Flow top width inside pipe = 7.64(In.) Critical Depth = 7.61(In.) Pipe flow velocity = 5.36(Ft/s) Travel time through pipe = 0.20 min. Time of concentration (TC) = 6.69 min. + + + +++ + + +++ + + +++ + + +++ + + +++++ + + + + + + + + + +++ + + + +++++ +++++++++ + + + .4..^^ Process from Point/Station 2022.000 to Point/Station 2022 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 6.69 min. Rainfall intensity = 6.112(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.385 Subarea runoff = 0.414(CFS) for 0.090(Ac.) Total runoff = 2.356(CFS) Total area = 0.470(Ac.) +++ +++++ + + + + + + + +++ + + + + + + + + +++ + + + +++ + + +.+ +++ + .^.^4..^^^^^^^^^^_^_^^_^^^^^_^_^ Process from Point/Station 2022.000 to Point/Station 2023 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 327.900(Ft.) Downstream point/station elevation = 327.200(Ft.) Pipe length = 48.40(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 2.356 (CFS) Nearest computed pipe diameter = 12.00 (In.) Calculated individual pipe flow = 2.356 (CFS) Normal flow depth in pipe = 6.35(In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 7.88(In.) Pipe flow velocity = 5.59(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 6.84 min. + + + + + + + + + + + + + + + + + + Process from Point/Station 2023.000 to Point/Station 2023 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 6 mm. Rainfall intensity = 6.028(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.640 Subarea runoff = 1.500(CFS) for 0.310(Ac.) Total runoff = 3.856(CFS) Total area = 0.780(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 2023.000 to Point/Station 2024 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 327.200(Ft.) Downstream point/station elevation = 325.900(Ft.) Pipe length = 83.60(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 3.856 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 3.856(CFS) Normal flow depth in pipe = 8.64(In.) Flow top width inside pipe = 10.78(In.) Critical Depth = 10.01(In.) Pipe flow velocity = 6.37(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 7.06 min. + + + + + + + + + + ++++ + + + + + + + + + +++ + + ++++ + + + ++++++++ +++++^++ + .^+^^^^^^_^^^_^^^^^^ Process from Point/Station 2024.000 to Point/Station **** SUBAREA FLOW ADDITION **** 2024.000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.06 min. Rainfall intensity = 5.907(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA = 0.845 Subarea runoff = 1.133(CFS) for 0.250(Ac.) Total runoff = 4.989(CFS) Total area = 1.030(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4, + + + + + + + + + + .^..^^ Process from Point/Station 2024.000 to Point/Station 2025 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 325.900(Ft.) Downstream point/station elevation = 323.800(Ft.) Pipe length = 80.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 4.989(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 4.989(CFS) Normal flow depth in pipe = 8.61(In.) Flow top width inside pipe = 10.80(In.) Critical Depth = 11.00(In.) Pipe flow velocity = 8.27(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 7.22 min. + + + + + + + + + + + + + + +++ +++++ + + +++ + + + + + + + + + + 4. +++.^+,^^. + + .^.4.^^^_^_^^_^^^^_^_i__^_^^_^ Process from Point/Station 2025.000 to Point/Station 2025 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.22 min. Rainfall intensity = 5.822(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.943 Subarea runoff = 0.501(CFS) for 0.120(Ac ) Total runoff = 5.490(CFS) Total area = 1.150(Ac.) + + +++++++++++++ + + + + + + + ++++++ + + + + + + + +++ +++++++++^..^^^^^^^^^_^^_^^_^^_^_^ Process from Point/Station 2025.000 to Point/Station 2026 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.800 (Ft.) Downstream point/station elevation = 323.200(Ft ) Pipe length = 25.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 5.490 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.490(CFS) Normal flow depth in pipe = 9.77(In.) Flow top width inside pipe = 9.33(In.) Critical Depth = 11.26(In.) Pipe flow velocity = 8.01(Ft/s) Travel time through pipe = 0.05 min. Time of concentration (TC) = 7,27 min. + + + + + + + + 4. + + + + + 4 + + + + + + + + + + + + ^^^^^^^^^^^^^_^_^_^_^_^_^_^^_^_^_^_^_^_^_^_^_^_^_^_^^^_^_^_^_^^ Process from Point/Station 2026.000 to Point/Station 2026 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type j (General Commercial ) Impervious value, Ai = 0.85 0 Sub-Area C Value = 0.820 Time of concentration = 7.27 min. Rainfall intensity = 5.795(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.689 Subarea runoff = 4.299(CFS) for 0.910(Ac.) Total runoff = 9.789(CFS) Total area = 2.060(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 2026.000 to Point/Station 2027 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.200(Ft.) Downstream point/station elevation = 322.700(Ft.) Pipe length = 17.80(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 9.789(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 9.789(CFS) Normal flow depth in pipe = 11.17(In.) Flow top width inside pipe = 13.08(In.) Critical Depth = 14.14(In.) Pipe flow velocity = 9.99(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 7.30 min. Process from Point/Station 2020.000 to Point/Station 2027 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.060(Ac.) Runoff from this stream = 9.789(CFS) Time of concentration = 7.3 0 min. Rainfall intensity = 5.780(In/Hr) + + + + + + + + + + + + + + + + 4 + + + + + ^. + .^^..4..j. + ^^^^^^^^_^^^_^_l__^_^^_^^_^_^_^_^_^_^^^_^^_^^_^^ Process from Point/Station 2027.100 to Point/Station 2027 200 **** INITIAL AREA EVALUATION **** 175.000(Ft.) Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = Highest elevation = 338.000(Ft.) Lowest elevation = 334.000(Ft.) Elevation difference = 4.000(Ft.) Slope = 2.286 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.29 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.31 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 75.000".5)/( 2.286"(l/3)] The initial area total distance of remaining distance of 100.00 (Ft.) Using Figure 3-4, the travel time for this for a distance of 100.00 (Ft.) and a slope with an elevation difference of 2.29(Ft 175.00 (Ft.) entered distance is of 2.29 % 3.31 leaves a 1.16 minutes Tt , from the 3)/(elevation change(Ft.))]".38 end of the top 5 *60(min/hr) = [11.9*length(Mi) = 1.160 Minutes Tt=[(11.9*0.0189"3)/( 2.29)]".385= 1.16 Total initial area Ti = 3.31 minutes from Figure 3-3 formula plus 1.16 minutes from the Figure 3-4 formula = 4.47 minutes Calculated TC of 4.473 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 820 Subarea runoff = 1.512(CFS) Total initial stream area = 0.250(Ac.) area + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + + + + .^.^^..^^^^^^^^_^^_^^_^^_^ Process from Point/Station 2027.200 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 2027.300 Upstream point/station elevation = 331.300(Ft.) Downstream point/station elevation = 326.600(Ft.) Pipe length = 115.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = 1.512 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.512(CFS) Normal flow depth in pipe = 3.86(In.) Flow top width inside pipe = 8.91(In.) Critical Depth = 6.80(In.) Pipe flow velocity = 8.35(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 4.70 min. Process from Point/Station 2027.300 to Point/Station **** SUBAREA FLOW ADDITION **** 2027.300 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 4.70 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.476 Subarea runoff = 1.996(CFS) for 0.330(Ac.) Total runoff = 3.509(CFS) Total area = 0.580(Ac ) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 2027.300 to Point/Station 2027 400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.600(Ft.) Downstream point/station elevation = 323.600(Ft.) Pipe length = 74.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Recjuired pipe flow = Nearest computed pipe diameter = 9. Calculated individual pipe flow = 3. Normal flow depth in pipe = 6.62(In.) Flow top width inside pipe = 7.94(In.) Critical depth could not be calculated. Pipe flow velocity = 10.07(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 4.83 min 3.509(CFS) 00(In.) 509(CFS) + + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^. + 4, + + + + ^. + ^^^^_^_^^_j.^ Process from Point/Station 2027.400 to Point/Station 2027 400 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.83 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.730 Subarea runoff = 1.875(CFS) for 0.310(Ac.) Total runoff = 5.384(CFS) Total area = 0.890(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4, + + + 4 + ^.^.^..j.^.^^.^.^.^^^^_^^^^^^ Process from Point/Station 2027.400 to Point/Station 2027 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 323.600(Ft.) Downstream point/station elevation = 322.700(Ft.) Pipe length = 20.60(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 5.384(CFS) Nearest computed pipe diameter = 12 Calculated individual pipe flow = 5 Normal flow depth in pipe = 6.79(In.) Flow top width inside pipe = 11.90(In.) Critical Depth = 11.22(In.) Pipe flow velocity = 11.77(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 4.85 min. .00(In.) .384(CFS) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + 4 + + + + + ,,. Process from Point/Station 2027.400 to Point/Station 2027.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 0.890(Ac.) Runoff from this stream = 5.384(CFS) Time of concentration = 4.85 min. Rainfall intensity = 7.377(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) Qmax(2) = 9.789 5.384 1. 000 0 . 783 1.000 1.000 7 .30 4.85 1.000 * 1.000 * 0.665 * 1.000 * 5.780 7.377 9.789) + 5.384) + 9.789) + 5.384) + 14.006 11.893 Total of 2 streams to confluence: Flow rates before confluence point: 9.789 5.384 Maximum flow rates at confluence using above data: 14.006 11.893 Area of streams before confluence: 2.060 0.890 Results of confluence: Total flow rate = 14.006(CFS) Time of concentration = 7.300 min. Effective stream area after confluence 2.950(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 44 + + + + .j.^ + .^.j..4.^^^^^^^^^^_^^^ Process from Point/Station 2027.000 to Point/Station 2027 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.30 min. Rainfall intensity = 5.780(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 2.780 Subarea runoff = 2.060(CFS) for 0.440(Ac.) Total runoff = 16.066(CFS) Total area = 3.390(Ac ) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 2027.000 to Point/Station 2028 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 322. 400(Ft.) Downstream point/station elevation = 316.600(Ft.) Pipe length = 150.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 16.066(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 16.066(CFS) Normal flow depth in pipe = 11.93(In.) Flow top width inside pipe = 17.02(In.) Critical depth could not be calculated. Pipe flow velocity = 12.92(Ft/s) Travel time through pipe = 0.19 min. Time of concentration (TC) = 7.49 min. +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4. Process from Point/Station 2028.000 to Point/Station 2028 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = Rainfall intensity = Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 3.132 Subarea runoff = 1.735(CFS) for 0.430(Ac.) Total runoff = 17.801(CFS) Total area = 7.49 min. 5.683(In/Hr) for a 100.0 year storm 3.820(Ac.) + + + + 4- + 4- + + + + 4-4- + + + + 4- + + + + + + + + 4- + + + + + 4- + + + + 4- + 4- + + + +4- + + + + + 4- + + + + 4- + 4-4- + + + 4- + + + + + + + Process from Point/Station 2028.000 to Point/Station 2029 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 316.300(Ft.) Downstream point/station elevation = 315.200(Ft.) Pipe length = 54.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 17.801 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.801(CFS) Normal flow depth in pipe = 14.04(In.) Flow top width inside pipe = 19.77(In.) Critical Depth = 18.46(In.) Pipe flow velocity = 10.41(Ft/s) Travel time through pipe = 0.09 min. Time of concentration (TC) = 7.58 min. + + + + + + + + + + + + + + + + + 4-4- + + + + + + + + + 4-4- + + + + + + + 4- + + + + + 4- + + + + + 4- + + + + 4-4.4- + 4-+4-4-4- + 4- + 4-4- + 4- Process from Point/Station 2029.000 to Point/Station 2029 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.58 min. Rainfall intensity = 5.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 3.190 Subarea runoff = 0.193(CFS) for 0.070(Ac.) Total runoff = 17.994(CFS) Total area = 3.890(Ac.) + + + + + + + + + 4 + + + 4- + + + + + + + + + + + + 4- + + + 4. + + 4- + + + + + + + + + + + + 4. + 4. + + + + .,. + .^^^^^^_^^_^^^^_^_^_^ Process from Point/Station 2029.000 to Point/Station 2030 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) * * * * Upstream point/station elevation = 315.200(Ft.) Downstream point/station elevation = 313.900(Ft.) Pipe length = 67.50(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 17.994(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 17.994(CFS) Normal flow depth in pipe = 14.44(In.) Flow top width inside pipe = 19.47(In.) Critical Depth = 18.52(In.) Pipe flow velocity = 10. 20 (Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 7.69 min. + + 4.4- + + + + + + + + + + + 4 + 4. + + + + ^,^ + + .^^.^ + .^^^^^^^_^^^_^_^_^_^_^_^_^_^_^^_^_^_^_^^_^_^_^_^_^_^_^_^^_^_^_^ Process from Point/Station 2030.000 to Point/Station 2030 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 7.69 min. Rainfall intensity = 5.589(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 3.419 Subarea runoff = 1.116(CFS) for 0.280(Ac.) Total runoff = 19.110(CFS) Total area = 4.170(Ac.) + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + 4-4- + + + + 4-4-4- + + + 4- + + 4- + + 4-4- + ++ 4- + Process from Point/Station 2030.000 to Point/Station 2031 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313.900(Ft.) Downstream point/station elevation = 313.700(Ft.) Pipe length = 10.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Reguired pipe flow = 19.110(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 19.110(CFS) Normal flow depth in pipe = 14.91(In.) Flow top width inside pipe = 19.06(In.) Critical Depth = 18.92(In.) Pipe flow velocity = 10.46(Ft/s) Travel time through pipe = 0.02 min. Time of concentration (TC) = 7.71 min. + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + 4- + 4- + + + 4- + 4-4- + + +4-H-4-4 + 4-4- + + + Process from Point/Station 2020.000 to Point/Station 2031 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 4.170(Ac.) Runoff from this stream = 19.110(CFS) Time of concentration = 7.71 min. Rainfall intensity = 5.581(In/Hr) -l--(--H-(- + -h-H-f-f--h + + + + ++4--^ + + + -(--l- + + + + + + + + 4--h-l--H-f + + 4- + + 4- + + + + 4--(- + + 4--(--l- + 4-4- + + -l-4- + + 4-4-4- + + + 4- + Process from Point/Station 2031.100 to Point/Station 2031 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 238.000(Ft.) Highest elevation = 335.500(Ft.) Lowest elevation = 329.000(Ft.) Elevation difference = 6.500(Ft.) Slope = 2.731 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.73 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.32 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/{% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 85.000".5)/( 2.731"(1/3)]= 3.32 The initial area total distance of 238.00 (Ft.) entered leaves a remaining distance of 153.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.50 minutes for a distance of 153.00 (Ft.) and a slope of 2.73 % with an elevation difference of 4.18(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.503 Minutes Tt=[(11.9*0.0290"3)/( 4.18)]".385= 1.50 Total initial area Ti = 3.32 minutes from Figure 3-3 formula plus 1.50 minutes from the Figure 3-4 formula = 4.83 minutes Calculated TC of 4.827 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 820 Subarea runoff = 1.573(CFS) Total initial stream area = 0.260(Ac.) -H + -t--H-^-^-H + + + -^ + -h + + + + -h4--l--F-f + + 4--H-(- + -)--(- + -|--h4--l--H-H-^-h + + + 4--H-l--H + + + + + + + 4- + + + 4--f-H4- + -F-h + Process from Point/Station 2031.200 to Point/Station 2031 300 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 324.500(Ft.) Downstream point/station elevation = 320.300(Ft.) Pipe length = 85.00(Ft.) Manning's N = O.Oli No. of pipes = 1 Required pipe flow = 1.573(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 1.573(CFS) Normal flow depth in pipe = 3.74(In.) Flow top width inside pipe = 8.87(In.) Critical Depth = 6.93(In.) Pipe flow velocity = 9.05(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 4.98 min. -t--|--H--t--l--l--f-+ + -l- + + + + + 4- + + -(--f-F + -h + + + 4- + -f-|- + -H- + 4--t- + + -h + + + + -^-F + -h + + + + + 4- + + + 4.4. + + 4.4.4.4. + + + + + Process from Point/Station 2031.300 to Point/Station 2031 300 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 4.98 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.418 Subarea runoff = 1.512(CFS) for 0.250(Ac.) Total runoff = 3.085(CFS) Total area = 0.510(Ac.) + + -^-^-^•++++-^-^4--^+-^ + 4--^ + -^-^-^-t•-^ + -^ + -h-^- + + 4•-^-^-^-^-^ + 4--(•-^-^++4--^•-t•-^-•^-^-^4--f-^ + Process from Point/Station 2031.300 to Point/Station 2031 400 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.300(Ft.) Downstream point/station elevation = 316.900(Ft.) Pipe length = 65.00(Ft.) Manning's N = O.Oli No. of pipes = 1 Recjuired pipe flow = 3.085 (CFS) Nearest computed pipe diameter = 9 00(In ) Cal culated individual pipe flow = 3.085(CFS) Normal flow depth in pipe = 5.50(In.) Flow top width inside pipe = 8.78(In.) Critical depth could not be calculated. Pipe flow velocity = 10.92(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 5.08 min. -^4-4-4. + 4. + + + 4. + + 4.4. + 44 + + + .^ + + ^ + .^.^^^^^^_^_^^^^^^^_^_^_^^_^_^^_^^^_^^_^^^_^^^_^_^_^^^_^^_^^^_^^ Process from Point/Station 2031.400 to Point/Station 2031 400 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.08 min. Rainfall intensity = 7.300(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 0.697 Subarea runoff = 2.003{CFS) for 0.340(Ac.) Total runoff = 5.088(CFS) Total area = 0^850(Ac.) -^ + + -H + -l- + + + + + + + -H-h + -H+ + + + 4- + + -^ + + + + -^+4-4-4-H- + + + 4- + -^ + + + + -H-h4-4-4-4--h4- + 4- + + + 4- + + -h4--^4-4-4- + -h Process from Point/Station 2031.400 to Point/Station 2031 700 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317. 500 (Ft.) Downstream point/station elevation = 314.300(Ft.) Pipe length = 61.50(Ft.) Manning's N = O.Oli No. of pipes = 1 Required pipe flow = 5.088(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 5.088(CFS) Normal flow depth in pipe = 6.21(In.) Flow top width inside pipe = 11.99(In.) Critical Depth = 11.05(In.) Pipe flow velocity = 12.41(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 5.17 min. + + -^-n--^4• + + + + + 4-^-^--^+ + 4-•^4-4-4• + + 4• + -^ + + + 4--^-^+ + + + + + + + ^. + ^.4. + + + 4 + + + + + ^.^. + ^^_^^^^^^^_^_^_^ Process from Point/Station 2031.700 to Point/Station 2031 700 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Time of concentration = 5.17 min. Rainfall intensity = 7.224(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 1.214 Subarea runoff = 3.679(CFS) for 0.630(Ac.) Total runoff = 8.767(CFS) Total area = 1.480(Ac.) 4- + + 4-4--^-t• + -^4•-^-t- + + 4•-^-^4•-f•-^-^+4--l-+4--^-^^- + + + + ^-4-^- + + + + + + + + + 4-4--^ + ++4-+^--l--^-^-^ + 4--^-^-^ + + + Process from Point/Station 2031.700 to Point/Station 2031 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 314.300(Ft.) Downstream point/station elevation = 313.700(Ft.) Pipe length = 11.00(Ft.) Manning's N = O.Oli No. of pipes = 1 Required pipe flow = 8.767(CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 8.767(CFS) Normal flow depth in pipe = 8.84(In.) Flow top width inside pipe = 10.57(In.) Critical depth could not be calculated. Pipe flow velocity = 14.15(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 5.18 min. + -t- + + 4- + + 4-H- + + + + + + 4-4-+++ + + 4--l-4--l- + + + + +4--l- + 4--l- + + + + 4--t- + + + + + + +4--l- + 4- + + 4--(--l-4- + + + + 4- + 4.4- + 4- Process from Point/Station 2031.700 to Point/Station 2031.000 * * * * CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 1.480(Ac.) Runoff from this stream = 8.767(CFS) Time of concentration = 5.18 min. Rainfall intensity = 7.212(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19 .110 7 .71 5.581 2 8 767 5 18 7 .212 Qmax{1) = 1 000 * 1 000 * 19 .110) + 0 774 * 1 000 * 8 767) = Qmax(2) = 1 000 * 0 672 * 19 110) + 1 000 * 1 000 * 8 767) -1- = 25.894 21.608 Total of 2 streams to confluence: Flow rates before confluence point: 19.110 8.767 Maximum flow rates at confluence using above data- 25.894 21.608 Area of streams before confluence: 4.170 1.480 Results of confluence: Total flow rate = 25.894(CFS) Time of concentration = 7.706 min. Effective stream area after confluence = 5.650(Ac.) -)--l--^-^-^ + + + 4-4--^-l-4--^-^-^^-+ + 4-4- + ++4--^+4--^+ + 4-+-l-4-^-^ + + ++4--^-^4•-^-^4-4--^•^4--^-l-+ + 4--^4--l--^-^ Process from Point/Station 2031.000 to Point/Station 2032 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 313. 300(Ft.) Downstream point/station elevation = 287.600(Ft.) Pipe length = 347.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.894(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 25.894(CFS) Normal flow depth in pipe = 13.43(In.) Flow top width inside pipe = 15.67(In.) Critical depth could not be calculated. Pipe flow velocity = 18.32(Ft/s) Travel time through pipe = 0.32 min. Time of concentration (TC) = 8.02 min. -^-H-^-F-t- + -^-H-^4--l- + -H + 4--H-^-t--f + 4--h-h-f-h4--l--^-t--H-H4--l--h + -h + + + + + + + 4-h-(-4--(- + + + + + + + + + + + + + -^-^ + + + + + + Process from Point/Station 2032.000 to Point/Station 2016 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 287.200 (Ft.) Downstream point/station elevation = 283.400(Ft.) Pipe length = 68.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 25.894(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 25.894(CFS) Normal flow depth in pipe = 12.84(In.) Flow top width inside pipe = 20.47(In.) Critical depth could not be calculated. Pipe flow velocity = 16.81(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 8.09 min. -^--^-^ + -^-^ + + + 4--^-^4--^-^--^4--^-^ + + 4-+-^4--^-^ + + + + + ^-+ + + 4--^ +++ + + ++4--H-(--l-4•-^-l- + + + + 4--^ + + + + + + + ^-4. + + + Process from Point/Station 2032.000 to Point/Station 2016 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 5.650(Ac.) Runoff from this stream = 25.894(CFS) Time of concentration = 8.09 min. Rainfall intensity = 5.409(In/Hr) Summary of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 36.160 8.84 5.107 2 25.894 8.09 5.409 Qmax(1) = 1.000 * 1.000 * 36.160) 0.944 * 1.000 * 25.894) -t- = 60.610 Qmax(2) = 1.000 * 0.915 * 36.160) + 1.000 * 1.000 * 25.894) + = 58.975 Total of 2 main streams to confluence: Flow rates before confluence point: 36.160 25.894 Maximum flow rates at confluence using above data: 60.610 58.975 Area of streams before confluence: 8.770 5.650 Results of confluence: Total flow rate = 60.610(CFS) Time of concentration = 8.842 min. Effective stream area after confluence = 14.420(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + -I--(- + •(--F-l-+ + ++ 4- + + + + ++4- + -f- + + 4- + +4- + + + + + Process from Point/Station 2016.000 to Point/Station 2016 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value =0.82 0 Time of concentration = 8.84 min. Rainfall intensity = 5.107(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.807 CA = 12.466 Subarea runoff = 3.061(CFS) for 1.030(Ac.) Total runoff = 63.671(CFS) Total area = 15.450(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + -!- + -(--F-t--!--I--I--I--f-t--(--f- + +4 + 4-4-+4-)- + -f+ 4-44-4- + + 4-4-4 ++ 4-4-4- Process from Point/Station 2016.000 to Point/Station 2065 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 283.400(Ft.) Downstream point/station elevation = 272.700(Ft.) Pipe length = 120.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 63.671(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 63.671(CFS) Normal flow depth in pipe = 18.54(In.) Flow top width inside pipe = 20.12(In.) Critical depth could not be calculated. Pipe flow velocity = 24.45(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 8.92 min. -l--(- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4.+ 4. + 4 + + + ^. + ^.^.^^^^^^^^^^_^_^^^_^_^_^^^_^^ Process from Point/Station 2000.000 to Point/Station 2065 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 15.450(Ac.) Runoff from this stream = 63.671(CFS) Time of concentration = 8.92 min. Rainfall intensity = 5.077(In/Hr) Program is now starting with Main Stream No. 2 -(- + -h-(- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + 4.4. + + + +^. + + ^^^^^^^^^^^_^_^^_^_j_^^^^_^^ Process from Point/Station 2060.000 to Point/Station 2061 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 397.000(Ft.) Highest elevation = 326.000(Ft.) Lowest elevation = 319.400(Ft.) Elevation difference = 6.600(Ft.) Slope = 1.662 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 1.66 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.68 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 75.000".5)/( 1.662"(1/3)]= 3.68 The initial area total distance of 397.00 (Ft.) entered leaves a remaining distance of 322.00 (Ft.) Using Figure 3-4, the travel time for this distance is 3.23 minutes for a distance of 322.00 (Ft.) and a slope of 1.66 % with an elevation difference of 5.35 (Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 3.22 6 Minutes Tt=[(11.9*0.0610"3)/( 5.35)]".385= 3.23 Total initial area Ti = 3.68 minutes from Figure 3-3 formula plus 3.23 minutes from the Figure 3-4 formula = 6.91 minutes Rainfall intensity (I) = 5.987(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 2.946(CFS) Total initial stream area = 0.600(Ac.) + -(- + + + + + + +++ + + + + + + + + + + + +++ + + + +++ + + + + + 4.44.4.4.4. + + + Process from Point/Station 2061.000 to Point/Station 2062 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 314.800(Ft.) Downstream point/station elevation = 307.200(Ft.) Pipe length = 92.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 2.946 (CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 2.946(CFS) Normal flow depth in pipe = 5.13(In.) Flow top width inside pipe = 8.91(In.) Critical depth could not be calculated. Pipe flow velocity = 11.33(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.05 min. -l-l-F-(-+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4.44 + + ^. + .^.^.^.j..^.^^^^^^_^^^_^^_^_^^_^_l_^^^^^ Process from Point/Station 2060.000 to Point/Station 2062 000 **** CONFLUENCE OF MINOR STREAMS * * * * Along Main Stream number: 2 in normal stream number 1 Stream flow area = 0.600(Ac.) Runoff from this stream = 2.946(CFS) Time of concentration = 7.05 min. Rainfall intensity = 5.913(In/Hr) -l--l--h + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + 4.4 + + + + .^.j..^.^.^.^.^^^^^^^_|._l__^_^_^_^_^_^_^_^_^^_^ Process from Point/Station 2062.000 to Point/Station 2062 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Rainfall intensity (I) = 3.350(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 17.00 min. Rain intensity = 3.35(In/Hr) Total area = 10.800(Ac.) Total runoff = 32.500(CFS), i£x(S^MC7 ^"^cir ^l^oio SANTTvt^s: v<? i u^c^ST/\ Avje + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + + + + + 4. + + + 4. + + + ,+. + .^.^^.^.^^.^.^_^^^_^^^_^_l_^_l__^_^_^_^_^_^^_^_^ Process from Point/Station 2062.000 to Point/Station 2062 000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 10.800(Ac.) Runoff from this stream = 32.500(CFS) Time of concentration = 17.00 min. Rainfall intensity = 3.350(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2.946 7.05 5.913 2 32.500 17.00 3.350 Qmax(1) Qmax{2) 1.000 * 1.000 * 2.946) -i- 1.000 * 0.414 * 32.500) -H = 16.417 0.567 * 1.000 * 2.946) -i- 1.000 * 1.000 * 32.500) + = 34.169 Total of 2 streams to confluence: Flow rates before confluence point: 2.946 32.500 Maximum flow rates at confluence using above data- 16.417 34.169 Area of streams before confluence: 0.600 10.800 Results of confluence: Total flow rate = 34.169(CFS) Time of concentration = 17.000 min. Effective stream area after confluence = 11.400(Ac.) + ->-->- + -^++-^+-t + -t- + -t-t-t++-i-^-t+ + + +++ + + + + + + + + + + ., + +++++.,.^.^.^^_,^_^^^^_^^^_^_^_^^^_^_^^^^^_^ Process from Point/Station 2062.000 to Point/Station 2063 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 306.800 (Ft.) ' Downstream point/station elevation = 300.300(Ft ) Pipe length = 57.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.169(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 34.169(CFS) Normal flow depth in pipe = 14.20(In.) Flow top width inside pipe = 14.69 (In.) Critical depth could not be calculated. Pipe flow velocity = 22.86(Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 17.04 min. + -^->- + + + + + + -t-t- + + -t-t + + + + + + + + + + + + + + + + + +++ + + .,++.,^++^^^^^_^_^^^^^_^_^_^_^_^_^_^^^^^^^_^^ Process from Point/Station 2063.000 to Point/Station 2064 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 300.000(Ft.) Downstream point/station elevation = 286.000(Ft ) Pipe length = 229.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.169(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 34.169(CFS) Normal flow depth in pipe = 15.19(In.) Flow top width inside pipe = 18.79(In.) Critical depth could not be calculated. Pipe flow velocity = 18.36(Ft/s) Travel time through pipe = 0.21 min. Time of concentration (TC) = 17.25 min. + -^ + + -^ + ->-^ +++-t-i-t + + -,-t+-t+ + + + + + + + + + + + + + +++ + +++ + + .^.^^^ + ^^^^^_^_^^^^^_^^_^_^^_^^^^_^^ Process from Point/Station 2064.000 to Point/Station 2065 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 285.700(Ft. Downstream point/station elevation = 272.700(Ft.) Pipe length = 230.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 34.169 (CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 34.169(CFS) Normal flow depth in pipe = 15.68(In.) Flow top width inside pipe = 18.27(In.) Critical depth could not be calculated. Pipe flow velocity = 17.74(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 17.47 min. -(-l- + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + 4. + + 4. + + + + + + .4..^.^^.^^^^_^^^^^^_l__l__^_^^_^_^^_^^^_^_^_^ Process from Point/Station 2064.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** 2065.000 The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 11.400(Ac.) Runoff from this stream = 34.169(CFS) Time of concentration = 17.47 min. Rainfall intensity = 3.292(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 63 .671 8.92 5 077 2 34 . 169 17.47 3 292 Qmax(1) = 1 000 * 1.000 * 63.671) + 1 000 * 0.511 * 34.169) + = Qmax{2) = * 34.169) 0 648 * 1.000 * 63.671) + 1 000 * 1.000 * 34.169) + = Total of 2 main streams to confluence: 81.129 75.458 Flow rates before confluence point: 63.671 34.169 Maximum flow rates at confluence using above data- 81.129 75.458 Area of streams before confluence: 15.450 11.400 Results of confluence: Total flow rate = 81.129(CFS) Time of concentration = 8.924 min. Effective stream area after confluence 26.850(Ac.) -h + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 44 + + + + .^.j..^.^.j.^^^^^_^^^_^_^_^^^_^_^_^_^_^^_^_^ Process from Point/Station 2065.000 to Point/Station 2066 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 272.300(Ft.) Downstream point/station elevation = 268.100 (Ft.) Pipe length = 206.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 81.129(CFS) Nearest computed pipe diameter = 36.00(In.) Calculated individual pipe flow = 81.129(CFS) Normal flow depth in pipe = 25.55(In.) Flow top width inside pipe = 32.68(In.) Critical Depth = 33.37(In.) Pipe flow velocity = 15.13(Ft/s) Travel time through pipe = 0.23 min. Time of concentration (TC) = 9.15 min. -H- + + + + ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4.4.4.4.4.44..^ + .^.^.|..^.j..^.^.^.^^.^^_^^^^_l__l_^_l__^_^_^_^^ Process from Point/Station 2066.000 to Point/Station 2067 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 267.700(Ft.) Downstream point/station elevation = 267.000(Ft.) Pipe length = 61.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 81.129(CFS) Nearest computed pipe diameter = 3 9.00(In.) Calculated individual pipe flow = 81.129(CFS) Normal flow depth in pipe = 29.39(In.) Flow top width inside pipe = 33.61(In.) Critical Depth = 33.88(In.) Pipe flow velocity = 12.09(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 9.23 min. +++ + + + + + +++ + + + + +++++++ + + + + + + + + + + +++ + + + + + 4 + + + .j..^.^.^.^.^.^.^.^_^^^^^_^_i__i_^_^_^_^_^_^_^^_^ Process from Point/Station 2000.000 to Point/Station 2067 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream niomber: 1 Stream flow area = 26.850(Ac.) Runoff from this stream = 81.129(CFS) Time of concentration = 9.23 min. Rainfall intensity = 4.966(In/Hr) Program is now starting with Main Stream No. 2 + + + +++ + + + + +++ + + + + + + +++ + + ++++ +++ + + + + 4++ + 4. + + 4.+ + ^.+.^.^.^.^.^.^.^.^.^_^^^^_^_^_^_i__j__i__^_i__^^ Process from Point/Station 2067.000 to Point/Station 2067 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Rainfall intensity (I) = 4.968(In/Hr) for a 100.0 year storm User specified values are as follows: TC = 9.23 min. Rain intensity = 4.97(In/Hr) Total area = 0.770(Ac.) Total runoff = 3.250(CFS) -H-f+ + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + ++ + + + + + + 4. 4. + 4. + 4. + + .^.^.^.^.^ Process from Point/Station 2067.000 to Point/Station 2067.000 "* CONFLUENCE OF MAIN STREAMS The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.770(Ac.) Runoff from this stream = 3.250(CFS) Time of concentration = 9.23 min. Rainfall intensity = 4.968(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 2 Qmax(1) Qmax(2) = 1 .129 9 .23 4 966 3 250 9 23 4 968 1 000 * 1 000 81 129) + 1 000 * 1 000 * 3 250) + = 1 000 * 0 999 * 81 129) + 1. 000 * 1. 000 •k 3 250) + = 84.378 84.338 Total of 2 main streams to confluence: Flow rates before confluence point: 81.129 3.250 Maximum flow rates at confluence using above data- 84.378 84.338 Area of streams before confluence: 26.850 0.770 Results of confluence: Total flow rate = 84.378(CFS) Time of concentration = 9.235 min. Effective stream area after confluence = 27.620(Ac.) -h + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + + + + .4. + ^.^.^^_^^_^^^_^^_^_^_^_^_^_^_^_^_^_^_^_^_^_^_ Process from Point/Station 2067.000 to Point/Station 2068 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 267.000(Ft.) Downstream point/station elevation = 266.100(Ft.) Pipe length = 77.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 84.378 (CFS) Nearest computed pipe diameter = 39.00(In.) Calculated individual pipe flow = 84.378(CFS) Normal flow depth in pipe = 3 0.19(In.) Flow top width inside pipe = 32.62(In.) Critical Depth = 34.40(In.) Pipe flow velocity = 12.24(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 9.34 min. + -F-l-t- + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + 4. + + + + 4 + + + .^ + .^^.^.^^^_^_^^^_^_^^_^_^_^_^_^^_^_^^_^_^^ Process from Point/Station 2000.000 to Point/Station 2068 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.620(Ac.) Runoff from this stream = 84.378(CFS) Time of concentration = 9.34 min. Rainfall intensity = 4.930(In/Hr) Program is now starting with Main Stream No. -l--(- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + 4.4.44 + + .^.^.^.j..^.^.^.^.j..^^^^^^_^_^^^_l__j_^_^_^_^^ Process from Point/Station 2040.000 to Point/Station 2041 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 770.000(Ft.) Highest elevation = 340.000(Ft.) Lowest elevation = 322.000(Ft.) Elevation difference = 18.000(Ft.) Slope = 2.338 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.34 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.29 minutes TC = [1.8*{l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.8200)*( 75.000".5)/( 2 . 338"(1/3)]= 3.29 The initial area total distance of 770.00 (Ft.) entered leaves a remaining distance of 695.00 (Ft.) Using Figure 3-4, the travel time for this distance is 5.12 minutes for a distance of 695.00 (Ft.) and a slope of 2.34 % with an elevation difference of 16.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 5.116 Minutes Tt=[ {11.9*0.1316"3)/( 16.25)]".385= 5.12 Total initial area Ti = 3.29 minutes from Figure 3-3 formula plus 5.12 minutes from the Figure 3-4 formula = 8.40 minutes Rainfall intensity (I) = 5.277(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.820 Subarea runoff = 10.732(CFS) Total initial stream area = 2.480(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + 44 + ^. + + .^^. + .^.^.^.^.j..^^.^_^^^_^_^_^_^^_j__^_l__^_^_^^ Process from Point/Station 2041.000 to Point/Station 2042 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 318.000(Ft.) Downstream point/station elevation = 290.000(Ft.) Pipe length = 196.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 10.732 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 10.732(CFS) Normal flow depth in pipe = 8.10(In.) Flow top width inside pipe = 11.24(In.) Critical depth could not be calculated. Pipe flow velocity = 19.04(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 8.58 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + + 4. + + .^ + .^.^.^.^.^.^.4.^^^_^^^^^_^^_l_^_^_^_^_^^^_^_^_^ Process from Point/Station 2042.000 to Point/Station 2042 000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Time of concentration = 8.58 min. Rainfall intensity = 5.209 (In/Hr) for a 100.0 year stcJrm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 3.600 Subarea runoff = 8.019(CFS) for 1.910(Ac.) Total runoff = 18.752(CFS) Total area = 4.390(Ac.) + + + + + + + + + + + + + + + 4. + 4. + 4. + + + + .^ + .^.^.4..^.^^.^.^^^^_^^^^^^_^^^^_^^^^^^_^_^^^^^^_^_^_^^_^^^_^^_^ Process from Point/Station 2042.000 to Point/Station 2068 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 290.000(Ft.) Downstream point/station elevation = 266.000(Ft.) Pipe length = 76.70(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 18.752 (CFS) Nearest computed pipe diameter = 12.00(In.) Calculated individual pipe flow = 18.752(CFS) Normal flow depth in pipe = 9.26(In.) Flow top width inside pipe = 10.08(In.) Critical depth could not be calculated. Pipe flow velocity = 28.85{Ft/s) Travel time through pipe = 0.04 min. Time of concentration (TC) = 8.62 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + .^.^ + .f..,..^.^^^^^_^_^_^^_^_^_l__^_l__^_^_^_^_^^_^_^^ Process from Point/Station 2042.000 to Point/Station 2068 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 4.390(Ac.) Runoff from this stream = 18.752(CFS) Time of concentration = 8.62 min. Rainfall intensity = 5.192(In/Hr) Program is now starting with Main Stream No. 3 + -l-H-)- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^..^.^.^^^^^_^^^^^_^_^_^_^_^^_^_^_^_^_^ Process from Point/Station 2049.000 to Point/Station 2050 000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type j (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.820 Initial subarea total flow distance = 36.000(Ft.) Highest elevation = 338.000(Ft.) Lowest elevation = 320.000(Ft.) Elevation difference = 18.000(Ft.) Slope = 50.000 % Top of Initial Area Slope adjusted by User to 0.010 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.01 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 16.54 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8200)*( 50.000".5)/( 0 . 010"(1/3)]= 16.54 Rainfall intensity (I) = 3.410(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 820 Subarea runoff = 0.028(CFS) Total initial stream area = 0.010(Ac.) + -H + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4. + + + 4 + + + + .^.^.^.^^.^.^^.^^^_^^^_^^^_^_^_l__l__^^_^_^_^_^_^_^ Process from Point/Station 2050.000 to Point/Station 2051 000 **** IRREGULAR CHANNEL FLOW TRAVEL TIME **** Estimated mean flow rate at midpoint of channel = 0.645(CFS) Depth of flow = 0.194(Ft.), Average velocity = 3.030(Ft/s) ******* Irregular Channel Data *********** Information entered for subchannel number 1 : Point number 'X' coordinate 'Y' coordinate 1 0.00 1.00 2 0.50 0.00 3 1.50 0.00 4 2.00 1.00 Manning's 'N' friction factor = 0.015 Sub-Channel flow = 0.645(CFS) ' ' flow top width = 1.194(Ft.) velocity= 3.030(Ft/s) area = 0.213(Sq.Ft) Froude number = 1.2 65 Upstream point elevation = 320.000(Ft.) Downstream point elevation = 310.000(Ft.) Flow length = 840.000(Ft.) Travel time = 4.62 min. Time of concentration = 21.16 min. Depth of flow = 0.194 (Ft.) Average velocity = 3.030(Ft/s) Total irregular channel flow = 0.645(CFS) Irregular channel normal depth above invert elev. = 0.194(Ft.) Average velocity of channel(s) = 3. 030(Ft/s) Adding area flow to channel User specified 'C value of 0.490 given for subarea Rainfall intensity = 2.909(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 0.407 Subarea runoff = 1.155(CFS) for 0.820(Ac ) Total runoff = 1.183(CFS) Total area = 0 830(Ac ) Depth of flow = 0.283(Ft.), Average velocity = 3.668(Ft/s) + + + + + + + + + 4. + + + 4.4.4 + + + + .^^.^.^.^.^.^^^^^^_^^^^^_^_j_^_^^_^_^_^_^^_^^_^_^^_^_^_^^_^_^^_^^_^^^^_^^^_^^ Process from Point/Station 2051.000 to Point/Station 2054 000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 302.000(Ft.) Downstream point/station elevation = 278.000(Ft ) Pipe length = 97.00(Ft.) Manning's N = 0.011 No. of pipes = 1 Required pipe flow = 1.183(CFS) Nearest computed pipe diameter = 6.00(In.) Calculated individual pipe flow = 1.183(CFS) Normal flow depth in pipe = 2.48(In.) Flow top width inside pipe = 5.91(In.) Critical depth could not be calculated. Pipe flow velocity = 15.41(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 21.27 min. + + + + + + + + 4.4.4444 + + + + + ., Process from Point/Station 2050.000 to Point/Station 2053 000 **** CONFLUENCE OF MINOR STREAMS **** uo.uuu Along Main Stream number: 3 in normal stream number 1 ' Stream flow area = 0.83 0(Ac.) Runoff from this stream = 1.183(CFS) Time of concentration = 21.27 min. Rainfall intensity = 2.900(In/Hr) + + + + + + + + + + + + + + + +++++ +++ + + + ++^^^^^^^^^^_^_^_^_^_^_^_^^_^_^_^_^_^_^_^_^_^^_^^_^_^_^_^_^_^_^^_^^^^ Process from Point/Station 2052.000 to Point/Station 2053 000 **** INITIAL AREA EVALUATION **** ^uoj.uuu Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.82 0 Initial subarea total flow distance = 276.000(Ft ) Highest elevation = 293.000(Ft.) Lowest elevation = 287.000(Ft.) Elevation difference = 6.000(Ft.) Slope = 2 174 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.17 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.37 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [1.8*(l.l-0.8200)*( 75.000".5)/{ 2.174"(1/3)]= 337 The initial area total distance of 276.00 (Ft.) entered leaves a remaining distance of 201.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.02 minutes for a distance of 201.00 (Ft.) and a slope of 2 17 % Zl^^ t'i', ^i^y^^^""" difference of 4.37 (Ft.) from the end of the top area = fll-9;iength(Mi)"3)/{elevation change(Ft.))]".385 *60{min/hr) = 2.024 Minutes Tt=[ (11.9*0.0381"3)/( 4.37)]".385= 2 02 ^"^L^^^-^^f^ ^ ^-^^ minutes from Figure 3-3 formula plus 2.02 minutes from the Figure 3-4 formula = 5.39 minutes Rainfall intensity (I) = 7.026(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0 820 Subarea runoff = 9.333(CFS) Total initial stream area = 1.620(Ac.) +++++++++++++++++++++++++^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^_^^^^^^^^^^ ^^°roTo^^?o P°^"t/Station 2053.000 to Point/Station 2054.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 281.000(Ft.) Downstream point/station elevation = 278 000(Ft ) Pipe length = 252.00(Ft.) Manning's N = O.Oli No. of pipes = 1 Required pipe flow = 9.333(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 9.333(CFS) Normal flow depth in pipe = 10.98(In.) Flow top width inside pipe = 17.56(In.) Critical Depth = 14.16(In.) Pipe flow velocity = 8.27 {Ft/s) Travel time through pipe = 0.51 min. Time of concentration (TC) = 5.90 min. ++++++++++++++++++++++++^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Pomt/Station 2053.000 to Point/Station 2054 000 **** CONFLUENCE OF MINOR STREAMS **** ^Ub4.UU0 Along Main Stream number: 3 in normal stream number 2 Stream flow area = 1.620(Ac.) Runoff from this stream = 9.333(CFS) Time of concentration = 5.90 min. Rainfall intensity = 6.629(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) [In/Hr) 1 2 Qmax(1) Qmax(2) = 1 .183 21 .27 2 900 9 .333 5 . 90 6 629 1 000 * 1 000 * 1 183) + 0 437 * 1 000 * 9 333) + = 1 000 * 0 277 * 1 183) + 1. 000 * 1 000 * 9 333) + = 5.265 9.661 Total of 2 streams to confluence: Flow rates before confluence point: 1.183 9.333 Maximum flow rates at confluence using above data: 5.265 9.661 Area of streams before confluence- 0.830 1.620 Results of confluence: Total flow rate = 9.661(CFS) Time of concentration = 5.901 min. Effective stream area after confluence = 2.450(Ac.) +++++++++++++++ ++++++++^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Pomt/Station 2054.000 to Point/Station 2055 nnn **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ^055.000 Upstream point/station elevation = 278.000 (Ft ) ' ' Downstream point/station elevation = 268 000(Ft ) Pipe length = 67.00(Ft.) Manning's N = 0 013 No. of pipes = 1 Required pipe flow = 9 661(CFS) Nearest computed pipe diameter = 12.00(In ) Calculated individual pipe flow = 9.661(CFS) Normal flow depth in pipe = 7.41(in.)' Flow top width inside pipe = 11.66(In.) Critical depth could not be calculated.' Pipe flow velocity = 18.97(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 5.96 min. +++++++++++++++ +++++++^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Pomt/Station 2055.000 to Point/Station ^ns^ nnn **** SUBAREA FLOW ADDITION **** ^-omt/btation 2055.000 User specified 'C value of 0.490 given for subarea ' Time of concentration = 5.96 min. Rainfall intensity = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.490 CA = 1.720 Subarea runoff = 1.668(CFS) for 1 060(Ac ) Total runoff = 11.329(CFS) Total area = ' 3.510(Ac.) +++++++++++++++ ++++++++^^^^^^^^^^^^^^^^^^^^^^_^^^^^^^ Process from Pomt/Station 2055.000 to Point/Station 206^ 000 **** CONFLUENCE OF MAIN STREAMS **** it/bcation 2068.000 The following data inside Main Stream is listed- In Main Stream number: 3 Stream flow area = 3.510(Ac.) Runoff from this stream = 11.329(CFS) Time of concentration = 5.96 min. Rainfall intensity = 6.587(In/Hr) Summary of stream data: Stream Flc^w rate TC Rainfall Intensity No. (CFS) (min) 1 84.378 9.34 2 18.752 8.62 3 11.329 5.96 (In/Hr) Qmax(1) 4.930 5 .192 6 . 587 1.000 * 1.000 * 84.378) + 0 .950 * 1 .000 * 18 .752) + 0 748 * 1 .000 * 11 .329) + = 110 .665 1 000 * 0 923 * 84 378) + 1 000 * 1 000 * 18 752) + 0 788 * 1 000 * 11 329) + = 105 561 1 000 * 0 638 * 84 378) + 1 000 * 0 691 * 18. 752) + 1. 000 * 1. 000 * 11. 329) + = 78. 142 Qmax(2) Qmax(3) = Total of 3 main streams to confluence: Flow rates before confluence point: 84.378 18.752 11.329 Maximum flow rates at confluence using above data- 110.665 105.561 78.142 Area of streams before confluence: 27.620 4.390 3.510 Results of confluence: Tcptal flow rate = 110. 665 (CFS) Time of concentration = 9.340 min. Effective stream area after confluence = 35.520(Ac ) End of computations, total study area = 35.52o"(Ac SECTION 5 HYDROLOGY - DEVELOPED CONDITION BASIN 3 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 10/16/08 LA COSTA TOWN SQUARE CENTRAL - OFFICE - BASIN 3 G:\ACCTS\001017\TMBSN1.OUT ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C values used ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3001.000 to Point/Station 3002.000 **** 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 = 50.000(Ft.) Highest elevation = 322.500(Ft.) Lowest elevation = 322.000 (Ft.) Elevation difference = 0.500(Ft.) Slope = 1.000 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.75 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1 . 8*(1.1-0.8700) *( 70.000".5)/( 2 . 000" (1/3) ] = 2.75 1 Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.370 Subarea runoff = 0.513(CFS) Total initial stream area = 0.080(Ac.) + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^^^^_^^^^^^^^^^_^^_^^^_^_^^_^^^_^^_^_^_^^^_^_^_^^_^_^^^ Process from Point/Station 3002.000 to Point/Station 3003 000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 296.500(Ft.) Downstream point elevation = 294.000(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel = 0.931(CFS) Manning's 'N' = 0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.931(CFS) Depth of flow = 0.076(Ft.), Average velocity = 1.615(Ft/s) Channel flow top width = 15.183(Ft.) Flow Velocity = 1.61(Ft/s) Travel time = 1.24 min. Time of concentration = 3.99 min. Critical depth = 0.088(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.183 Subarea runoff = 0.834(CFS) for 0.13 0(Ac.) Total runoff = 1.348(CFS) Total area = 0.210(Ac.) Depth of flow = 0.087(Ft.), Average velocity = 1.772(Ft/3) Critical depth = 0.103(Ft.) + + + + + + + + + + + + + + + + ++ + + + + + + + + 4 + + + + + + + + + + + + + + + + + + + + ^^^^^^^^^^^_^^^_^_^_^^^^^^^ Process from Point/Station 3003.000 to Point/Station 3004 000 **** IMPROVED CHANNEL TRAVEL, TIME **** Upstream point elevation = 294.000 (Ft.) Downstream point elevation = 289.000(Ft.) Channel length thru subarea = 280.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 2.332(CFS) ) Manning's 'N' =0.02 5 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.332(CFS) Depth of flow = 0.368(Ft.), Average velocity = 3 007(Ft/s) Channel flow top width = 3.211(Ft.) ^•0U7[Ft/s) Flow Velocity = 3.01(Ft/s) Travel time = 1.55 min. Time of concentration = 5.54 min Critical depth = 0.383(Ft.) Adding area flow to channel User specified 'C value of 0.750 given for subarea Rainfall intensity = 6.905(In/Hr) for a lOO.O year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.750 CA = 0.473 Subarea runoff = 1.915(CFS) for 0 420(Ac ) Total runoff = 3.263(CFS) Total area = ' 0 630(Ac) Depth of flow = 0.432(Ft.), Average velocity = 3 285;Ft/sf Critical depth = 0.453(Ft.) J-285(Ft/s) h + - Process from Point/Station 3004.000 to Poin^/c:^^n ^^'"''^"'''t^o''''"''"*'' **** SUBAREA FLOW ADDITION **** Pomt/Station 3004.000 User specified 'C value of 0.800 given for subarea " Time of concentration = 5.54 min Rainfall intensity = 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.792 Subarea runoff = 2.206 (CFS) for 0.360 (Ac ) Total runoff = 5 de.gicF'^) T^^-^^ a.^baiLtb) Total area = 0.990(Ac.) ^**f^^o'^°l'°i:^fif^!l^°^_ 3oo4:;;o";r;::;;;;;:;;:; 3005.000 PIPEFLOW TRAVEL TIME (Program"estimated'siier" ' Upstream point/station elevation = 279 000(Ft ) Downstream point/station elevation = 264 800(Ft ) Pipe length = 72.00(Ft.) Manning's N = 0 013 No. of pipes = 1 Required pipe flow = 5 469(CFS) Nearest computed pipe diameter = 9.00(In ) Calculated individual pipe flow = 5 469(CFS) Normal flow depth in pipe = 5.79(In.) Flow top width inside pipe = 8,62(In.) Critical depth could not be calculated.' Pipe flow velocity = 18.23(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5,61 min + + + + + + + + + + + + 4 + + + + + + 4 + + + + + + + ^^^^^^^_^^^^^^^^_^_^^_^^^^^^ Process from Point/Station 3004 000 to Point/q^^^ ^ .T.t^^*^^ **** CONFLUENCE OF MINOR STREAMS **** P°int/Station 3005.000 Along Main Stream number: 1 in no^^^^^^TI^^I^^^ri^^^;^^^ stream flow area = 0.990(Ac.) ) Runoff from this stream = 5.469(CFS) Time of concentration = 5.61 min. Rainfall intensity = 6.853(In/Hr) Process from Point/Station 3011^oortI''pnlnWQ^I^ **** INITIAL AREA EVALUATION **** Pomt/Station 3012.000 Decimal fraction soil group A = 0.000 '—" ~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = I'ooo [INDUSTRIAL area type ' , (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 80.000(Ft ) Highest elevation = 294.100 (Ft.) Lowest elevation = 291.600(Ft.) Elevation difference = 2.500(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 =, H,. -I General Industrial 3.13 %, m a development type of In Accordance With Figure 3-3 S'^'n r:^f °J ^°^-^^^r.tion = 2.53 minutes lc ^ J-^; ^^•J-^>*distance(Ft.)".5)/(% slope-{l/3)] Cal^ulIted'TC ; •''°2^;33 30.000".5)/( 3.125"(1/^)]= ^.53 reset^ina TC ta 5 /""^^^^f less than 5 minutes, Ra^i^fan^^Lten -ty- ir:"^^ ^/.^.iTn/nl) T""'''' calculations effective runoff Joefkcient uled^f^L": Q^K^IA) \°s° ' C sT^ Subarea runoff = 0.321(CFS) ~ Total initial stream area = 0.050(Ac.) + + + + + + + + + + + + + + + + + ++ + + + , + + + ^^^^^_^^ ' ^''••'"•'""'"•*"•'" + + + + + + + + + + + + + + + +4+ + + + + + + + + ++ Process from Point/Station 3012 000 to Poi nt-/qt- **** STREET FLOW TRAVEL TIME + SaBlK^A F^OW XixON **** Top of street segment elevation = 291.600(Ft ) — " End of street segment elevation = 271.100(Ft) Length of street segment = 250.000(Ft ) Height of curb above gutter flowline = ' 6 0(ln ) Width of half street (curb to crown) = 30 000(Ft ) Distance from crown to crossfall grade break = 28 500(Ft ) Slope from gutter to grade break (v/hz) = 0 090 Slope from grade break to crown (v/hz) = 0 020 Street flow is on [1] 3ide{s) of the street Distance from curb to property line = 10 000(Ft ) Slope from curb to property line (v/hz) = 0 020" Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.330(In.) \ Manning's N in gutter = 0.0150 / Manning's N from gutter to grade break = 0 0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.368(CFS) Depth of flow = 0.132(Ft.), Average velocity = 4.356(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.035(Ft.) Flow velocity = 4.36{Ft/s) Travel time = 0.96 min. TC = 3.49 min. Adding area flow to street User specified 'C value of 0.700 given for subarea Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.700 CA = 0.336 Subarea runoff = 2.158(CFS) for 0.430(Ac.) Total runoff = 2.479(CFS) Total area = Street flow at end of street = 2.479(CFS) Half street flow at end of street = 2.479(CFS) Depth of flow = 0.213(Ft.), Average velocity = 4.956(Ft/s) Flow width (from curb towards crown)= 6.629(Ft.) 0.480(Ac.) Process from Point/Station **** SUBAREA FLOW ADDITION 3013.000 to Point/Station 3013.000 J User specified 'C value of 0.700 given for subarea ~ Time of concentration = 3.49 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 0.385 Subarea runoff = 0.361(CFS) for 0.070(Ac.) Total runoff = 2.840(CFS) Total area = 0.550(Ac ) Process from Point/Station 3013.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 3005.000 Upstream point/station elevation = 265.000(Ft.) Downstream point/station elevation = 264.800(Ft.) Pipe length = 40. 00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.840(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 2.840(CFS) Normal flow depth in pipe = 8.57(In.) Flow top width inside pipe = 14.85 (In.) Critical Depth = 8.12(In.) Pipe flow velocity = 3.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 3.66 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + _,_,_i_^_i_^_^^_^_^_ Process from Point/Station 3013.000 to Point/Station **** CONFLUENCE OF MINOR STREAiMS **** 3005 . 000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.550(Ac.) Runoff from this stream = 2,840(CFS) 1 Time of concentration = Rainfall intensity = Summary of stream data: 3.66 min. 7.377(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 2 Qmax(1) = Qmax(2) 5.469 2 . 840 1.000 * 0.929 * 1 .000 * 1.000 * 5.61 3 . 66 1.000 * 1.000 * 0.653 * 1.000 * 6.853 7.377 5.469) + 2.840) + 5.469) + 2.840) + 8 . 107 6 . 410 Total of 2 streams to confluence: Flow rates before confluence point: 5.469 2.840 Maximum flow rates at confluence using above data: 8.107 6.410 Area of streams before confluence: 0.990 0.550 Results of confluence: Total flow rate = 8.107(CFS) Time of concentration = 5.606 min. Effective stream area after confluence = 1.540(Ac, Process from Point/Station 3005.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 3006.000 Upstream point/station elevation = 264. 800(Ft.) Downstream point/station elevation = 264. 000(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0,013 No. of pipes = 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107(CFS) Normal flow depth in pipe = 11.33(In.) Flow top width inside pipe = 17.39(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 6.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.77 min. ) + + + + + + + + + + + + + + + + + + + + + + + + 4 + 4 + 4 + 44 + + + + + + + + + + + + + ^.,, + ^^ Process from Point/Station 3006.000 to Point/Station **** IMPROVED CHANNEL TRAVEL TIME **** 3007 . 000 Upstream point elevation = 264.000(Ft.) Downstream point elevation = 261.600(Ft.) Channel length thru subarea = 160.000(Ft.) Channel base width = 2.500(Ft.) Slope or 'Z' of left channel bank = 3.000 ) Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 8.140(CFS) Manning's 'N' = 0.03 5 Maximum depth of channel = 2.000(Ft.) Flow(q) thru subarea = 8.140(CFS) Depth of flow = 0.630(Ft.), Average velocity = 2.945(Ft/s) Channel flow top width = 6.278(Ft.) Flow Velocity = 2.95(Ft/s) Travel time = 0.91 min. Time of concentration = 6.68 min. Critical depth = 0.551(Ft.) Adding area flow to channel User specified 'C value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 5.937(CFS) therefore the upstream flow rate of Q = 8.107(CFS) is being used Rainfall intensity = 6.120(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA = 0.970 Subarea runoff = 0.000(CFS) for 0.400(Ac ) Total runoff = 8.107(CFS) Total area = ' i 940(Ac ) Depth of flow = 0.628(Ft.), Average velocity = 2.942(Ft/s) Critical depth = 0.547(Ft.) ) Process from Point/Station 3007.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 3008.000 Upstream point/station elevation = 261.600(Ft.) Downstream point/station elevation = 258.950(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 8. 107 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107(CFS) Normal flow depth in pipe = 10.78(in.) Flow top width inside pipe = 17.64(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 7.33(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 7,13 min. ++++++--++++++++++++- Process from Point/Station **** SUBAREA FLOW ADDITION 3008.000 to Point/Station h++++++++++444+++++ 3008 . 000 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type j (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.350 The area added to the existing stream causes a a lower flow rate of Q = 7.335(CFS) .107(CFS) is being used therefore the upstream flow rate of Q = Time of concentration = 7.13 min. Rainfall intensity = 5.866(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA = 1.250 Subarea runoff = 0.000(CFS) for 0.330(Ac.) Total runoff = 8.107(CFS) Total area = ' 2.270(Ac.) Process from Point/Station 3008.000 to Point/Station **** PIPEFLOW TRAVEL TIME (Program estimated size) **** 3009.000 Upstream point/station elevation = 258.950(Ft.) Downstream point/station elevation = 257.700(Ft.) Pipe length = 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107(CFS) Normal flow depth in pipe = 10.80(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 7.31(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 7.3 5 min. ) + + ++ + + + + + + + + 4 + + -r-rT--r-r--r-r-r-rT-r-r-r + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3009.000 to Point/Station **** SUBAREA FLOW ADDITION **** ^ + + + + 3009.000 User specified 'C value of 0.800 given for subarea Time of concentration = 7.35 min. Rainfall intensity = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q = KCI-A,) is C = 0.800 CA = 2.072 Subarea runoff = 3.815(CFS) for 0.320(Ac.) Total runoff = 11.922(CFS) Total area = ' 2.590(Ac Process from Point/Station 3009 **** SUBAREA FLOW ADDITION **** +++++++++++++- 000 to Point/Station 3009.000 User specified 'C value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 7.912(CFS) therefore the upstream flow rate of Q = 11.922(CFS) is being used Time of concentration = 7.35 min. Rainfall intensity = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA = 1.375 Subarea runoff = 0.000(CFS) for 0.160(Ac.) Total runoff = 11.922(CFS) Total area = ' 2.750(Ac ) + -i- + f + + + + + + + + + + + + --++++++-•++++++++++^ •++++++++++444++++++++ Process from Point/Station 3009.000 to Point/Station 30in nnn J **** PIPEFLOW TRAVEL TIME (User specified size) **** 3010.000 Upstream point/station elevation = 257.500 (Ft ) ' ' Downstream point/station elevation = 254 350(Ft ) Pipe length = 18.00(Ft.) Manning's N'= 0 013 No. of pipes = 1 Required pipe flow = 11.922(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.922(CFS) Normal flow depth in pipe = 5.36(In.)' Flow top width inside pipe = 22.98(In ) Critical Depth = 13.90(In.) Pipe flow velocity = 20.08(Ft/s) Travel time through pipe = O.Ol min. Time of concentration (TC) = 7.37 min. Process from Point/Station ^^^^irjortrPoin^/StI^Ior^^^%^O^roor **** CONFLUENCE OF MINOR STREAMS **** 3010.000 Along Main Stream number: l in normal stream number l Stream flow area = 2.750(Ac.) Runoff from this stream = 11.922(CFS) Time of concentration = 7.37 min. Rainfall intensity = 5.746(In/Hr) ++++++4++4++++4+++++++++++++++^,^^^^^^^^^^^^^^^^^^^^^^^^^^ Process from Pomt/Station 3014.000 to Point/Station 3015 00^ **** INITIAL AREA EVALUATION **** i-c^tion 3015.000 Decimal fraction soil group A = 0.000 ' ~ ~ Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1 ooo [COMMERCIAL area type j (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 50.000(Ft ) Highest elevation = 294.000(Ft.) Lowest elevation = 277.600(Ft.) Elevation difference = 16.400(Ft.) Slope = 32 800 \ 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) ^ll^^'ll ''^^.^''^^ ^^""^^ ''^^''^ °^ ^ development type of Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.8O minutes TC = [1.8*{l.l-c)*distance(Ft.)".5)/(% slope*{l/3)] TC = [1.8*(l.l-0.7900)*( 100.000^ 5)/( 3 0.000^(1/3)]= 1 80 calculated TC of 1.796 minutes is less than 5 minutes ' ) ZZf'{T''' r '° r""'"' r^int.ll intensity calculations ) l^"-!"^^}^ intensity (I) = 7.377 (In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C - 0 790 3 ) Subarea runoff = 0.408(CFS) Total initial stream area = 0.070(Ac.) r- + + + + + + - Process from Point/Station 3015 . 000 ' to ' Point/Stltior^^^*3oir^jr **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 277.600(Ft.) End of street segment elevation = 260.100(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to cro'^n) = 70.000 (Ft.) Distance from crown to crossfall grade break = 68.500(Ft ) Slope from gutter to grade break (v/hz) =0.090 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 ' Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.330(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7 467(CFS) Depth of flow = 0.310(Ft.), Average velocity = 5.444(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.450(Ft.) Flow velocity = 5.44(Ft/s) Travel time = l.oi min. TC = 2.81 min. Adding area flow to street User specified 'C value of 0.800 given for subarea Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.976 Subarea runoff = 14.170(CFS) for 2.400(Ac ) Total runoff = 14.577(CFS) Total area = ' 2.470(Ac ) Street flow at end of street = 14. 577 (CFS) Half street flow at end of street = 14.577(CFS) Depth of flow = 0.378(Ft.), Average velocity = 6.411(Ft/s) Flow width (from curb towards crown)= 14,876(Ft.) ++++++++444+++++++++++++^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ 3010.000 to Point/Station 3010,000 SUBAREA FLOW ADDITION **** User specified 'C value of 0.700 given for subarea ~ Time of concentration = 2.81 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 2.254 Subarea runoff = 2.051(CFS) for 0.750(Ac ) Total runoff = 16. 628 (CFS) Total area = ' 3 220 (.Ac +++++++++++++++++++44+444+44+++++++++^+ +++++44++4+++++++444444+44+++++ ) Process from Point/Station 3015.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 3010 . 000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.220(Ac.) Runoff from this stream = 16.628(CFS) Time of concentration = 2.81 min. Rainfall intensity = 7.377(in/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) ) 1 2 Qmax(1) 11 .922 16 . 628 Qmax(2) = 1.000 * 0.779 * 1.000 * 1.000 * 7 .37 2 . 81 1.000 * 1 . 000 * 0.381 * 1.000 * 5 . 746 7.377 11.922) + 16.628) + = 11.922) + 16.628) + = 24.874 21 . 170 Total of 2 streams to confluence: Flow rates before confluence point: 11.922 16.628 Maximum flow rates at confluence using above data- 24.874 21.170 Area of streams before confluence: 2.750 3.220 Results of confluence: Total flow rate = 24.874(CFS) Time of concentration = 7.365 min. Effective stream area after confluence = 5.970(Ac. ^ + + + + + + + + +-•• + + + + + + + + + + + + + + + 4 ++ + + + + + + + + + + . Process from Point/Station 3010.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** r- + + 3016.000 Upstream point/station elevation = 254.020(Ft.) Downstream point/station elevation = 250.540(Ft ) Pipe length = 94.04(Ft.) Manning's N = 0.013 No. of pipes = 1 Reguired pipe flow = 24.874(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 24.874(CFS) Normal flow depth in pipe = 11.58(In.) Flow top width inside pipe = 29.21(In.) Critical Depth = 20.39(In.) Pipe flow velocity = 14.25(Ft/s) Travel time through pipe = o.ll min. Time of concentration (TC) = 7.48 min. + + + + + + + + + + + + + 4 + + + + + 4 + + + +4 + + + 444 + + + + + + + + + + + .j.^^^_l_^_^_^_ Process from Point/Station 3016.000 to Point/Station **** SUBAREA FLOW ADDITION **** K+++++++++++- 3016.000 User specified 'C value of 0.820 given for subarea " Time of concentration = 7.43 min Rainfall intensity = 5.692(In/Hr) for a lOO.O year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.820 CA = 4.920 Subarea runoff = 3.129(CFS) for o 030(Ac ) Total runoff = 28.003(CFS) Total area = ' 6.000(Ac.) Process from Point/Station ^30iroorjrPoint/s^IJior^^^^3oirnnr **** PIPEFLOW TRAVEL TIME (User specified size) **** 3017.000 Upstream point/station elevation = 250.210 (Ft ) ~ ~ ~ Downstream point/station elevation = 246 700(Ft ) Pipe length = 238.54(Ft.) Manning's N = o 013 No. of pipes = 1 Reguired pipe flow = 28 003(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 28.003(CFS) Normal flow depth in pipe = 16.10(In.) Flow top width inside pipe = 29.92(In.) Critical Depth = 21.63(In.) Pipe flow velocity = 10.43(Ft/s) Travel time through pipe = o.3 8 min. Time of concentration (TC) = 7.86 min End of computations, total study area = ' 6.000 (Ac.) San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2004 Version 7.4 Rational method hydrology program based on San Diego County Flood Control Division 2 0 03 hydrology manual Rational Hydrology Study Date: 10/16/08 LA COSTA TOWN SQUARE CENTRAL - OFFICE - BASIN 3 G:\ACCTS\001017\TMBSN1.OUT ********* Hydrology Study Control Information ********** Program License Serial Number 5014 Rational hydrology study storm event year is 100.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.800 24 hour precipitation(inches) = 5.100 P6/P24 = 54.9% San Diego hydrology manual 'C values used + + + + + + + + + + 4 ++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3001.000 to Point/Station 3002.000 **** 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 = 50.000(Ft.) Highest elevation = 322.500(Ft.) Lowest elevation = 322.000(Ft.) Elevation difference = 0.500(Ft.) Slope = 1.000 % Top of Initial Area Slope adjusted by User to 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 70.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.75 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.8700)*( 70.000".5)/( 2.000^(1/3)]= 2.75 3 3 Calculated TC of 2.749 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.513(CFS) Total initial stream area = 0.080(Ac.) -•- + -t• + + + -^-^- + + + + + + -|--^• +++ + + -^•-|--^-|• + -|--^--l--l--l--^•-^- + + + + +++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3002.000 to Point/Station 3003.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 296.500(Ft.) Downstream point elevation = 294.000(Ft.) Channel length thru subarea = 120.000(Ft.) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 100.000 Slope or 'Z' of right channel bank = 100.000 Estimated mean flow rate at midpoint of channel = 0.931(CFS) Manning's 'N' =0.015 Maximum depth of channel = 0.500(Ft.) Flow(q) thru subarea = 0.931(CFS) Depth of flow = 0.076(Ft.), Average velocity = 1.615(Ft/s) Channel flow top width = 15.183(Ft.) Flow Velocity = 1.61(Ft/s) Travel time = 1.24 min. Time of concentration = 3.99 min. Critical depth = 0.088(Ft.) Adding area flow to channel Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.870 CA = 0.183 Subarea runoff = 0.834(CFS) for 0.130(Ac.) Total runoff = 1.348(CFS) Total area = 0.210(Ac.) Depth of flow = 0.087(Ft.), Average velocity = 1.772(Ft/s) Critical depth = 0.103(Ft.) + + + + + + -t- + + + -t--i--i--i- + -H + + -t--i-i--i--n- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3003.000 to Point/Station 3004.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 294.000(Ft.) Downstream point elevation = 289.000(Ft.) Channel length thru subarea = 280.000(Ft.) Channel base width = 1.000(Ft.) Slope or 'Z' of left channel bank = 3.000 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 2.332(CFS) Manning's 'N' = 0.025 J Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 2.3 32(CFS) Depth of flow = 0.368(Ft.), Average velocity = 3.007(Ft/s) Channel flow top width = 3.211(Ft.) Flow Velocity = 3.01(Ft/s) Travel time = 1.55 min. Time of concentration = 5.54 min. Critical depth = 0.383(Ft.) Adding area flow to channel User specified 'C value of 0.750 given for subarea Rainfall intensity = 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.750 CA = 0.473 Subarea runoff = 1.915(CFS) for 0.420(Ac.) Total runoff = 3.263 (CFS) Total area = 0.630(Ac.) Depth of flow = 0.432(Ft.), Average velocity = 3.285(Ft/s) Critical depth = 0.453(Ft.) + -i- + + + + + + -H-t--i--(- + -t- + -i--i- + -i--t--i--H-t--i--t--t--i- + + + -(- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3004.000 to Point/Station 3004.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.800 given for subarea Time of concentration = 5.54 min. Rainfall intensity = 6.905(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area J (Q=KCIA) is C = 0.800 CA = 0.792 Subarea runoff = 2. 206 (CFS) for 0.360 (Ac.) Total runoff = 5.469(CFS) Total area = 0.990(Ac.) + + + + + + + + + + + + -i- + -t- + + -t--i--t--H + -i--i- + + -i--t--H-i--i--i- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3004.000 to Point/Station 3005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 279.000(Ft.) Downstream point/station elevation = 264.800(Ft.) Pipe length = 72.00 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 5.469(CFS) Nearest computed pipe diameter = 9.00(In.) Calculated individual pipe flow = 5.469(CFS) Normal flow depth in pipe = 5.79(In.) Flow top width inside pipe = 8.62(In.) Critical depth could not be calculated. Pipe flow velocity = 18.23(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 5.61 min. + + -t- + + -i- + -i--i- + + -i--i--f-i--H-t--i--H-t- + + -i- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3004.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.990(Ac.) ) Runoff from this stream = 5.469(CFS) Time of concentration = 5.61 min. Rainfall intensity = 6.853(In/Hr) -i--H + -H + -t- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3011.000 to Point/Station 3012.000 **** 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 = 80.000(Ft.) Highest elevation = 294.100(Ft.) Lowest elevation = 291.600(Ft.) Elevation difference = 2.500(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 = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.8700)*( 80.000^.5)/( 3.125"(1/3)]= 2.53 Calculated TC of 2.533 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.321(CFS) Total initial stream area = 0.050(Ac.) + + -t- + + + + + + + + -^ + -t- + + + + + + + + + + + + -|--^- + + -f--^ + -^• + -l- + + + + + + + + + + + + + + 4 + + + + + + + + + 4 + + + + + + + + + Process from Point/Station 3012.000 to Point/Station 3013.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of Street segment elevation = 291.600(Ft.) End of street segment elevation = 271.100(Ft.) Length of street segment = 250.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 28.500(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.330(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 1.368(CFS) J Depth of flow = 0.182(Ft.), Average velocity = 4.356(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.035(Ft.) Flow velocity = 4.36(Ft/s) Travel time = 0.96 min. TC = 3.49 min. Adding area flow to street User specified 'C value of 0.700 given for subarea Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 0.336 Subarea runoff = 2.158(CFS) for 0.430(Ac.) Total runoff = 2.479(CFS) Total area = 0.480(Ac.) Street flow at end of street = 2.479(CFS) Half street flow at end of street = 2.479(CFS) Depth of flow = 0.213(Ft.), Average velocity = 4.956(Ft/s) Plow width (from curb towards crown)= 6.629(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3013.000 to Point/Station 3013.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.700 given for subarea Time of concentration = 3.49 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 0.385 Subarea runoff = 0.361(CFS) for 0.070(Ac.) Total runoff = 2.840(CFS) Total area = 0.550(Ac.) ) -^-^• + -t- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + + + + + + + + + + + + + + + + + + Process from Point/Station 3013.000 to Point/Station 3005.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 265. 000(Ft.) Downstream point/station elevation = 264.800(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 2.840(CFS) Nearest computed pipe diameter = 15.00(In.) Calculated individual pipe flow = 2.840(CFS) Normal flow depth in pipe = 8.57(In.) Flow top width inside pipe = 14.85(In.) Critical Depth = 8.12(In.) Pipe flow velocity = 3.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 3.66 min. -i--i--i--i--i--i--i--t--)--f + + -)--i- + -i--t- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + + + + + + Process from Point/Station 3013.000 to Point/Station 3005.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.550(Ac.) Runoff from this stream = 2.840(CFS) 1 Time of concentration = Rainfall intensity = Summary of stream data: 3.66 min. 7.377(In/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) J 1 2 Qmax(1) Qmax(2) 469 840 1.000 * 0.929 * 000 000 5 . 61 3 . 66 1. 000 1 . 000 0 . 653 1 . 000 6 . 853 7 .377 5.469) + 2.840) + 5.469) + 2.840) + 8 . 107 6 .410 Total of 2 streams to confluence: Flow rates before confluence point: 5.469 2.840 Maximum flow rates at confluence using above data 8.107 6.410 Area of streams before confluence: 0.990 0.550 Results of confluence: Total flow rate = 8.107(CFS) Time of concentration = 5.606 min. Effective stream area after confluence = 1.540(Ac.) + + + + + + + -'- + -'- + + + + + + + + -n- + -H-i--i- + + + + + + + + + + -H-t--i- + -i- + + + + + + + + + + + + + + + 4 + + + + + + + + + + + + + + + Process from Point/Station 3005.000 to Point/Station 3006.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 264.800(Ft.) Downstream point/station elevation = 264.000(Ft.) Pipe length = 70.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107(CFS) Normal flow depth in pipe = 11.33(In.) Flow top width inside pipe = 17.39(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 6.92(Ft/s) Travel time through pipe = 0.17 min. Time of concentration (TC) = 5.77 min. + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + + 4 + + + + + + + + + + + + + + + + + ^^_i_^_^_i_^ Process from Point/Station 3006.000 to Point/Station 3007.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation = Channel length thru subarea Channel base width Slope or 'Z' of left channel 264.000(Ft.) 261.600(Ft.) 160.000(Ft 2.500(Ft.) bank = 3.000 3 Slope or 'Z' of right channel bank = 3.000 Estimated mean flow rate at midpoint of channel = 8.140(CFS) Manning's 'N' =0.03 5 Maximum depth of channel = 2.000(Ft.) Flow{q) thru subarea = 8.140(CFS) Depth of flow = 0.630(Ft.), Average velocity = 2.945(Ft/s) Channel flow top width = 6.278(Ft.) Flow Velocity = 2.95(Ft/s) Travel time = 0.91 min. Time of concentration = 6.68 min. Critical depth = 0.551(Ft.) Adding area flow to channel User specified 'C value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 5.937(CFS) therefore the upstream flow rate of Q = 8.107(CFS) is being used Rainfall intensity = 6.120(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA = 0.970 Subarea runoff = 0.000(CFS) for 0.400(Ac.) Total runoff = 8.107(CFS) Total area = 1.940(Ac.) Depth of flow = 0.628(Ft.), Average velocity = 2.942(Ft/s) Critical depth = 0.547(Ft.) + -i--t--i--i--)- + -t--i- + -t- + -t- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3007.000 to Point/Station 3008.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 261.600(Ft.) Downstream point/station elevation = 258.950(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 8.107(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107(CFS) Normal flow depth in pipe = 10.78(In.) Flow top width inside pipe = 17.64(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 7.33(Ft/s) Travel time through pipe = 0.45 min. Time of concentration (TC) = 7.13 min. + -i--i- + + + + + + + + -i- + + +++ + + -t- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + + + + + + + + Process from Point/Station 3008.000 to Point/Station 3008.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.850 The area added to the existing stream causes a a lower flow rate of Q = 7.335(CFS) 3 J therefore the upstream flow rate of Q = 8.107(CFS) is being used Time of concentration = 7.13 min. Rainfall intensity = 5.866(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.551 CA = 1.250 Subarea runoff = 0.000(CFS) for 0.330(Ac.) Total runoff = 8.107(CFS) Total area = 2.270(Ac.) -^ + + + -^-^-+-|- + ^- + + -^•-|- + -l--(--^••l--l--l--^•-^--^ + -l--l-•l-++ + + + + + + + + + + + + + +++ + + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3008.000 to Point/Station 3009.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 258.950(Ft.) Downstream point/station elevation = 257.700(Ft.) Pipe length = 95.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Recjuired pipe flow = 8.107 (CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 8.107 (CFS) Normal flow depth in pipe = 10.80(In.) Flow top width inside pipe = 17.63(In.) Critical Depth = 13.23(In.) Pipe flow velocity = 7.31(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 7.35 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4+++++++ Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.800 given for subarea Time of concentration = 7.35 min. Rainfall intensity = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 2.072 Subarea runoff = 3.815(CFS) for 0.320(Ac.) Total runoff = 11.922(CFS) Total area = 2.590(Ac.) + + + + + + + -l- + -l--l--f--t--H + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4 + + + + + + + + + + + Process from Point/Station 3009.000 to Point/Station 3009.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.500 given for subarea The area added to the existing stream causes a a lower flow rate of Q = 7.912(CFS) therefore the upstream flow rate of Q = 11.922(CFS) is being used Time of concentration = 7.3 5 min. Rainfall intensity = 5.754(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.500 CA = 1.375 Subarea runoff = 0.000(CFS) for 0.160(Ac.) Total runoff = 11.922(CFS) Total area = 2.750(Ac.) + + + -l- + + -l--t--l- + + -l- + + -l-4- + + + + + + + + + + + + + + + 4 + + + + + + + + + + + + + +++ + + + + ++ + + + + 44 + + + + + + + + + + Process from Point/Station 3009.000 to Point/Station 3010.000 PIPEFLOW TRAVEL TIME (User specified size) **** * * * * Upstream point/station elevation = 257.500(Ft.) Downstream point/station elevation = 254.350(Ft.) Pipe length = 18.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 11.922(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 11.922(CFS) Normal flow depth in pipe = 5.36(In.) Flow top width inside pipe = 22.98(In.) Critical Depth = 13. 90(In.) Pipe flow velocity = 20.08(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) = 7.37 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3009.000 to Point/Station 3010.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 2.750(Ac.) Runoff from this stream = 11.922(CFS) Time of concentration = 7.3 7 min. Rainfall intensity = 5.746(In/Hr) + + + + + + -t- + + + + + -t- + + + -t--n- + -t--i--H + -t--i--i- + -t- + + + + + + + + + + + + + + + + + 4 + + + + + + + + + + + + + + + + + + + + + + + Process from Point/Station 3014.000 to Point/Station 3015.000 **** INITIAL AREA EVALUATION **** 5, Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 294.000(Ft.) Lowest elevation = 277.600(Ft.) Elevation difference = 16.400(Ft.) Slope = 32.800 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 Neighborhod Commercial In Accordance With Figure 3-3 Initial Area Time of Concentration = 1.80 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1 . 8* (1 . 1-0 . 7900)* ( 100.000" .5)/( 30.000"(1/3)]= 1.80 Calculated TC of 1.796 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.790 3 3 Subarea runoff = 0.408(CFS) Total initial stream area = 0.070(Ac.) -^-^-l-•l--^--^--l--l--^•-^--l--^--t--^• + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +++ + + + + + + + +++ + + + + + + Process from Point/Station 3015.000 to Point/Station 3010.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 277.600(Ft.) End of street segment elevation = 260.100(Ft.) Length of street segment = 330.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 70.000(Ft.) Distance from crown to crossfall grade break = 68.500(Ft.) Slope from gutter to grade break (v/hz) = 0.090 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 1.500(Ft.) Gutter hike from flowline = 1.330(In.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.467(CFS) Depth of flow = 0.310(Ft.), Average velocity = 5.444(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.450(Ft.) Flow velocity = 5.44(Ft/s) Travel time = 1.01 min. TC = 2.81 min. Adding area flow to street User specified 'C value of 0.800 given for subarea Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.976 Subarea runoff = 14.170(CFS) for 2.400(Ac.) Total runoff = 14.577(CFS) Total area = 2.470(Ac.) Street flow at end of street = 14.577(CFS) Half street flow at end of street = 14.577(CFS) Depth of flow = 0.378(Ft.), Average velocity = 6.411(Ft/s) Flow width (from curb towards crown)= 14.876(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++4+4+++++++++++++++ Process from Point/Station 3010.000 to Point/Station 3010.000 **** SUBAREA FLOW ADDITION **** User specified 'C value of 0.700 given for subarea Time of concentration = 2.81 min. Rainfall intensity = 7.377(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.700 CA = 2.254 Subarea runoff = 2.051(CFS) for 0.750(Ac.) Total runoff = 16.628(CFS) Total area = 3.220(Ac.) + + -(- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 3 Process from Point/Station 3015.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** 3010.000 Along Main Stream number: 1 in normal stream number 2 Stream flow area = 3.220(Ac.) Runoff from this stream = 16.628(CFS) Time of concentration = 2.81 min. Rainfall intensity = 7.377(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) ) 1 2 Qmax(1) 11.922 16.628 Qmax(2) = 1.000 * 0.779 * 1.000 * 1.000 * 7 .37 2 . 81 000 000 0 .381 1 . 000 5 . 746 7.377 11.922) + 16.628) + 11.922) + 16.628) + 24.874 21.170 Total of 2 streams to confluence: Flow rates before confluence point: 11.922 16.628 Maximum flow rates at confluence using above data: 24.874 21.170 Area of streams before confluence: 2.750 3.220 Results of confluence: Total flow rate = 24.874(CFS) Time of concentration = 7.365 min. Effective stream area after confluence = 5.970(Ac Process from Point/Station 3010.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** 3016.000 Upstream point/station elevation = 254.020(Ft.) Downstream point/station elevation = 250.540(Ft.) Pipe length = 94.04 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 24.874(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 24.874(CFS) Normal flow depth in pipe = 11.58(In.) Flow top width inside pipe = 29.21(In.) Critical Depth = 20.39(In.) Pipe flow velocity = 14.25(Ft/s) Travel time through pipe = 0.11 min. Time of concentration (TC) = 7.48 min. Process from Point/Station 3016.000 to Point/Station **** SUBAREA FLOW ADDITION **** 3016 . 000 3 User specified 'C value of 0.820 given for subarea Time of concentration = 7.48 min. Rainfall intensity = 5.692(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.820 CA = 4.920 Subarea runoff = 3.129(CFS) for 0.030(Ac.) Total runoff = 28.003(CFS) Total area = 6.000(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3016.000 to Point/Station 3017.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 250.210(Ft.) Downstream point/station elevation = 246.700(Ft.) Pipe length = 238.54 (Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 28.003(CFS) Given pipe size = 30.00{In.) Calculated individual pipe flow = 28.003(CFS) Normal flow depth in pipe = 16.10(In.) Flow top width inside pipe = 29.92(In.) Critical Depth = 21.63(In.) Pipe flow velocity = 10.43(Ft/s) Travel time through pipe = 0.3 8 min. Time of concentration (TC) = 7.86 min. End of computations, total study area = 6.000 (Ac.) SECTION 6 FACILITY SIZING ^^^^^'^^^^^'''^^^^^^^ 3D® 2009 Plan Project File: LCTS SD Une A.stm Outfall Number of lines: 31 Date: 04-27-2012 Hydraflow Storm c«t,.«„:-_ Structure Report Page 1 Project File: LCTS SD Line A.stm Hydraflow Storm Sewers <5inn Mfi ruse Structure Report Struct No. Structure 10 Junction Type 24 None 25 None 26 None 27 None 28 Manhole 29 Manhole 30 Manhole 31 Manhole Project File: LOTS SD Line A.stm Rim Elev. (ft) 355.00 358.20 361,30 364,40 367.40 370.70. 378.10 388.10 Shape n/a n/a n/a n/a Rect Rect Rect Rect Structure Length (ft) n/a n/a n/a n/a 4,00 4,50 5.00 5.00 Width (ft) n/a n/a n/a n/a 5.00 5.00 5.00 5.00 Size (in) 42 42 42 42 42 36 36 36 Line Out Shape Cir Cir Cir Cir Cir Cir Cir Cir Invert (ft) 348,47 351,30 354,12 356.95 359.77 362.09 368.13 379,04 Size (in) 42 42 42 42 36 36 36 Number of Structures: 31 Line In Shape Cir Cir Cir Cir Cir Cir Cir Run Date: 04-27-2012 Page 2 Invert (ft) 348.48 351.30 354.13 356.95 360.11 362.47 368.55 Hydraflow Storm .<!Rwor= t Stoim^ev^^ Line No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Line ID Line 1 to Outfall 2 3 4 5 6 7 Inserted Line Inserted Line Inserted Une Inserted Une Inserted Line Inserted Line Inserted Une Inserted Line Inserted Line Flow rate (cfs) 136,7 128,4 128,4 124.0 124.0 124.0 118.9 118,9 118,9 118,9 118.9 118.9 118.9 118.9 118.9 118.9 118.9 116.6 116.6 78.18 76.36 75,08 75,08 Line size (in) 54 54 54 54 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 42 42 42 42 Project File: LCTS SD Line A,stm Line shape Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Line length (ft) 73.720 20.670 44,200 289.950 22.040 33.320 76.690 18.770 18.770 18.770 18.770 151.030 12.990 12.990 12,990 12.990 5,020 173.520 109.990 190.560 48.590 36,430 25.791 Page -| Invert ELDn (ft) 264.11 265.26 267.00 267.83 273.71 276.84 289.42 318,78 318.97 319.16 319.35 319.54 321.04 321.17 321.30 321,43 321,56 322.03 324.18 325.70 335.85 338,83 342,83 Invert EL Up (ft) 265,26 266.50 267.83 273.25 276,42 289.42 318,36 318,97 319.16 319.35 319.54 321.04 321.17 321,30 321.43 321,56 321.61 323.76 325.28 335.85 338.44 342.82 345.65 Line slope (%) 1.560 5.999 1.878 1.869 12.296 37.755 37.736 1.012 1.012 1.012 1.012 0.993 1.001 1.001 1.001 1.001 0.996 0.997 1.000 5.326 5.330 10.953 10.934 HGL down (ft) NOTES: Return period = 100 Yrs •'SurcharnpH/wn oh I -uurrs, , burcharged (HGL above crown), ; j - Une contains hyd, jump. 268.42 269.40 270.43 271.83 276.57 280.15 293.27 322.06 322.67 322.98 323.26 323.61 324.74 325.08 325.39 325.64* 325.94* 326.44 329.00* 331.37 339.07 341.62 345.96 HGL up (ft) 268.61 269.75 271.08 276.44 279.71 292.71 321.59 322.20 322.66 323.02 323.34 324.27 324.74 325.14 325.43 325.73* 325.97* 327.37 329.72* 338.56 341.12 345.47 348.30 Minor loss (ft) n/a n/a n/a 1.62 0.60 0.29 n/a n/a 0.24 0.23 0.22 n/a 0.24 0.21 0.21 0,21 0.42 1.48 1.34 n/a n/a n/a n/a HGL Junct (ft) 268.61 269.75 271.08 276.44 279.71 292.71 321.59 j 322.20 322.90 323.24 323.56 324.27 324.98 325.35 325.64 325.94 326.39 328.86 331.06 338.56 341.12 345.47 348.30 Number of lines: 31 Dns line No. Junction Type End 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Manhole Manhole Manhole Manhole Manhole Manhole Manhole None None None None None None None None None Manhole Manhole Manhole Manhole Manhole None None Run Date: 04-27-2012 Hydrallow Storm Sewprs Fvtt. Page 2 Hydraflow Storm Sewer.<; pYldncif^n lift / Page 1 Hydraflow Storm Sewers Exten.<;if>n ufi nfi« Line Size (in) 23 24 25 26 27 28 29 30 31 42 42 42 42 42 42 36 36 36 (cfs) Page 2 75.08 75.08 75.08 75,08 75,08 75.08 63.98 63.98 63.98 Invert elev (ft) HGL elev (ft) 342.83 345.65 348.48 351,30 354,13 356.95 360.11 362.47 368.55 345.96 348.79 351.61 354,44 357.26 360,09 362,58 364.92 370.96 Project File: LCTS SD Une A.stm Downstream Oepth (ft) Area (sqft) 3.13 3.14 3,13 3,14 3.13 3,14 2,47 2.45 2,41 9.07 9.09 9.07 9,09 9,07 9,09 6,23 6.18 6.08 Vel (ft/s) 8,28 8,26 8.28 8.26 8.28 8.26 10,27 10,36 10,52 Vel head (ft) 1.06 1.06 1.06 1.06 1.06 1.06 1.64 1.67 1.72 EGL elev (ft) Sf (%) 347,02 349,85 352,67 355,50 358.32 361.15 364.22 366.59 372.68 Notes:; ** Critical depth.; j-Une contains hyd. jump. ; c = cir e = ellip b = box 0.493 0.492 0.493 0.492 0.493 0.492 0.913 0.928 0.957 Len (ft) 25.791 25.791 25.791 25.791 25.791 25.791 43.690 Invert elev (ft) 126.653368.13 311.42)379.04 345.65 348.47 351.30 354.12 356.95 359.77 362.09 Upstream HGL eiev (ft) Check 348.30 351.12 353.95 356.77 359.60 362.42 364.64 370.68 381.59 Depth Area (ft) (sqft) 2.65** 7.83 2.65** 7.83 2.65'* 7.83 2.65** 7.83 2.65** 7.83 2.65** 7.83 2.55** 6.40 2.55** 6.40 2.55** 6.40 Vel (ft/s) 9.59 9.59 9.59 9.59 9.59 9.59 9.99 9.99 9.99 Number of lines: 31 Vel head (ft) EGL elev (ft) Sf (%) Ave Sf (%) 1.43 349.73 1.43 352.55 1.43 355.38 1.43 358.20 1.43 361.03 1.43 363.85 1.55 366,19 1.55 372.23 1.55 383.14 0.653 0.653 0.653 0.653 0.653 0.653 0.867 0.867 0.867 0.573 0.573 0.573 0.573 0.573 0.573 0.890 0.897 0.912 Enrgy loss (ft) n/a n/a n/a n/a n/a n/a n/a n/a n/a JL coeff (K) 0.20 n/a 0.20 0.20 0.20 0.20 0.15 0.99 0.15 1.00 Run Date: 04-27-2012 Minor loss (ft) n/a n/a n/a n/a n/a 1.54 0.23 1.55 Hydrallow Storm Sewers Extension v6.066 r^'^^^'^''*^^^^^^ 2009 Plan Project File: LCTS SD Une B.stm OutfaJI Number of lines: 33 Date: 04-27-2012 Hydraflow Storm Sewers Extension v6.066 Structure Report Page 1 Project File: LCTS SD Une B.stm 1 Ex. Type A-5 CO Manhole 2 New Manhole 3 New Manhole 4 Manhole 5 Manhole 6 New Manhole 7 Manhole 8 New None 9 None 10 None 11 None 12 None 13 None 14 None 15 None 16 None 17 Manhole 18 Manhole 19 Manhole 20 New Manhole 21 New Manhole 22 Manhole 23 New Manhole Hydrallow Storm Sewers Extension ^fi r Structure Report struct No. 24 25 26 27 28 29 30 31 32 33 Structure ID Junction Type Type B Cleanout - Sta. 10+ Type B Cleanout - Sta. 10+ Manhole Manhole Manhole None None None None None Manhole Manhole Project File: LCTS SD Une B.stm Rim Elev. (ft) 339.90 340.70 342.40 342.45 340.76 340.60 340.45 340,29 340,22 357.22 Shape Rect Rect Rect n/a n/a n/a n/a n/a Rect Rect Structure Length (ft) 5,00 5.00 4.50 n/a n/a n/a n/a n/a 4.00 4.00 Width (ft) 5.00 5.00 5.00 n/a n/a n/a n/a n/a 5.00 5.00 Size (in) 48 42 42 42 42 42 42 42 42 36 Line Out Shape Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Invert (ft) 329.74 330.53 331.69 332.44 332.49 332.54 332.59 332.64 332.67 346.25 Size (in) 42 42 42 42 42 42 42 42 36 Line In Shape Cir Cir Cir Cir Cir Cir Cir Cir Cir Number of Structures: 33 Run Date: 04-27-2012 Page 2 Invert (ft) 330.15 330.95 332.06 332.44 332.49 332.54 332.59 332.66 333.09 Hydraflow Storm Sewers Extension v6.066 ^!^m^ewerSi^^ Line No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Line ID Line 1 to Outfall 2 3 4 5 6 7 Inserted Une Inserted Line Inserted Une Inserted Line Inserted Line Inserted Une Inserted Line Inserted Une Inserted Line Flow rate (cfs) 0,00 0,00 0.00 0,00 0.00 0,00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Line size (in) Project File: LCTS SD Une B.stm 54 54 54 54 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 48 Line shape Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Line length (ft) Page 1 73.720 20.670 44.200 289.950 22.040 33.320 76.690 18.770 18.770 18.770 18.770 151.030 12.990 12.990 12.990 12.990 5.020 173.520 109.990 135.000 57.120 145.460 51.930 Invert EL Dn (ft) 264.11 265.26 267.00 267.83 273.71 276.84 289.42 318.78 318.97 319.16 319.35 319.54 321.04 321.17 321.30 321.43 321.56 322.03 324.18 325.70 327.19 327.54 328.83 Invert EL Up (ft) 265.26 266.50 267.83 273.25 276.42 289.42 318.36 318,97 319,16 319.35 319.54 321,04 321.17 321.30 321.43 321.56 321.61 323.76 325.28 326.78 327,54 328.41 329.11 Line slope (%) HGL down (ft) HGL up (ft) NOTES: Retum period = 100 Yrs. ; *Surcharged (HGL above 1-560 268.42 268.61 5.999 269.40 269.75 1.878 270.43 271.08 1-869 271.83 276.44 12.296 276.57 279.71 37,755 280,15 292,71 37.736 293.27 321.59 1,012 322.06 322.20 1-012 322.67 322.66 1.012 322.98 323.02 1-012 323.26 323.34 0.993 323.61 324.27 1.001 324.74 324.74 1-001 325.08 325.14 1-001 325.39 325.43 1-001 325.64* 325.73* 0-996 325.94* 325.97* 0- 997 326.44 327.37 1- 000 329.00* 329.72* 0-800 330.96* 331.16* 0-613 331.21 331.28 0.598 331.32 331.38 0-539 331.83 331.82 Number of lines: 33 Minor loss (ft) HGL Junct (ft) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 268.61 269.75 271.08 276.44 279.71 292.71 321.59 j 322.20 322.90 323.24 323.56 324.27 324.98 325.35 325.64 325.94 326.39 328.86 329.92 331.21 331.32 331.83 331.90 crown). ; j - Une contains hyd. jump. Dns line No. End 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Junction Type Manhole Manhole Manhole Manhole Manhole Manhole Manhole None None None None None None None None None Manhole Manhole Manhole Manhole Manhole Manhole Manhole Run Date: 04-27-2012 Hydrallow Storm Sewers Extension v6,066 Storm^e^^^ Line No. 24 25 26 27 28 29 30 31 32 33 Line ID Inserted Une Inserted Line Inserted Line Inserted Line Inserted Une 36-inch RCP Flow rate (cfs) 0.00 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0,00 0,00 Project File: LCTS SD Une B.stm Line size (in) 48 42 42 42 42 42 42 42 42 36 Line shape NOTES: Retum period = 100 Yrs. ; *Surcharged (HGL above crown). Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Line length (ft) 113.790 60.660 131.180 62,120 8.560 8.560 8.560 8.560 1.610 54.720 Invert EL On (ft) 329.11 330.15 330.95 332.06 332.44 332.49 332.54 332.59 332.66 333.09 Page 2 invert EL Up (ft) 329.74 330,53 331,69 332,44 332.49 332.54 332.59 332.64 332.67 346.25 Line slope (%) 0.554 0.626 0.564 0.618 0,619 0.619 0.619 0.584 0.622 24.050 HGL down (ft) 332.17 332.58 333.19 334.35 335.12 335.44 335.68 335.87 335.97 336.02 HGL up (ft) 332.13 332.62 333.78 334.53 335.12 335.45 335.68 335.88 335.97 348.40 Number of lines: 33 ; j - Une contains hyd. jump. Minor loss (ft) HGL Junct (ft) n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a 332.24 I 332.62 I 333.78 I 334.53 I 335.36 I 335.64 I 335.86 335.97 336.02 348.40 Dns line No. 23 24 25 26 27 28 29 30 31 32 Junction Type Manhole Manhole Manhole None None None None None Manhole Manhole Run Date: 04-27-2012 Hydraflow Stomi Sewers Extension v6,066 py^IB?;!li£GradeJ^ Downstream Page 1 Project File: LCTS SD Une B.stm : c = cir e = ellip b = box Hydraflow Storm Sewers Extension v6,066 Line 23 24 25 26 27 28 29 30 31 32 33 Size (in) 48 48 42 42 42 42 42 42 42 42 36 Page 2 (cfs) Invert elev (ft) 0.00 328.83 0.00 329.11 0.00 330.15 0.00 330.95 0.00 332.06 0.00 332.44 0.00 332.49 0.00 332.54 0.00 332.59 0.00 332.66 HGL elev (ft) 331.83 332.17 332.58 333.19 334.35 335.12 335.44 335.68 335.87 335.97 0.00 333.09 336.02 Project File: LCTS SD Une B.stm Downstream Oepth (ft) Area (sqft) 0.00 0.00 0.00 0.00 0,00 0,00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vel (ft/s) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vel head (ft) 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EGL elev (ft) 331.83 332.17 332.58 333.19 334.35 335.12 335.44 335.68 335.87 335.97 336.02 Sf (%) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0,000 0.000 Len (ft) Invert elev (ft) 51.930 113,79 3329,74 60.660 62.120 8.560 8.560 8.560 8.560 1.610 54.720 329.11 330.53 131,18 3331.69 332.44 332.49 332.54 332.59 332.64 332.67 346.25 Upstream HGL elev (ft) 331.82 332.13 332.62 333.78 334.53 335.12 335.45 335.68 335.88 335.97 348.40 Depth (ft) 0.00*' 0.00*' 0.00*" 0.00** 0.00** 0.00** 0.00** 0.00** 0.00"* 0.00** 0.00** Area (sqft) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Vel (ft/s) Vel head (ft) Notes:-"Critical depth.: j-Une contains hyd. jump. ; c = cir e = ellip b = box 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 EGL elev (ft) Number of lines: 33 331.82 332.13 332.62 333.78 334.53 335.12 335.45 335.68 335.88 335.97 348.40 Sf (%) Check 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Ave Sf (%) 0,000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Enrgy loss (ft) 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 JL coeff (K) 0.15 0.15 0.15 1.00 0.23 0.44 0.44 0.44 0.23 0.15 1,00 Run Date: 04-27-2012 Hydraflow Storm Sewers Extension v6.066 HydraflowSt^ Sewers Extension for AutoCAD^ 3D® 2009 Plan Project File: LCTS SD Line Cstm utfall Numberof lines: 10 Date: 04-27-2012 Hydraflow Storm Sewers Extension v6.066 Structure Report Struct No. 1 2 3 4 5 6 7 8 9 10 Structure ID Project Rle: LCTS SD Une Cstm Junction Type None None None None Manhole Manhole Manhole Manhole Manhole Manhole Rim Elev. (ft) 274,20 274,40 274.50 274.70 274.90 284.20 297.30 309.70 316.20 0.00 Shape n/a n/a n/a n/a Rect Rect Rect Rect Cir Cir Structure Length (ft) n/a n/a n/a n/a 5.00 4.00 4.00 4.50 4.00 4.00 Width (ft) n/a n/a n/a n/a 5.00 5.00 5.00 5.00 4.00 4.00 Size (in) 48 48 48 48 48 48 30 30 30 15 Line Out Shape Cir Cir Cir Cir Cir Cir Cir Cir Cir Cir Invert (ft) 267.27 267.37 267.47 267.57 267.66 272.32 285.70 300.00 306.83 308.38 Number of Structures: 10 Size (in) 48 48 48 48 48 30 30 30 15 Line In Shape Cir Cir Cir Cir Cir Cir Cir Cir Cir Page 1 Run Date: 04-27-2012 Invert (ft) 267.27 267.37 267.47 267.57 268.08 272.65 286.03 300.33 308.08 Hydraflow Storm Sewers Extension v6.066 ^^o^niSewer^^ Line size (in) Line shape Line length (ft) Invert ELDn (ft) Invert EL Up (ft) 48 Cir 103.130 266.10 267.27 48 Cir 8.920 267.27 267.37 48 Cir 8,920 267.37 267.47 48 Cir 8,920 267.47 267.57 48 Cir 8,260 267.57 267.66 48 Cir 206,670 268.08 272.32 30 Cir 229.950 272.65 285.70 30 Cir 228.990 286.03 300.00 30 Cir. 57.380 300.33 306.83 15 Cir 91.700 308.08 308.38 Line slope (%) HGL down (ft) 1.134 1.121 1.121 1.121 I, 090 2.052 5.675 6.101 II. 328 0.327 271.14* 271.73* 271.77* 271.81* 271.86 272.06 276.01 287.99 302.29 309.84* HGL up (ft) 271.66* 271.77* 271.81* 271.86* 271.90* 275.26 287.69 301.99 308.82 310.03* NOTES: Return period = 2 Yrs, ; 'Surcharged (HGL above Number of lines: 10 crown). ; j - Line contains hyd. jump. Page 1 Minor loss (ft) 0.00 0.00 0.00 0.00 0.16 n/a n/a 1.01 0.80 0.09 HGL Junct (ft) 271.66 271.77 271.81 271.86 272.06 275.26 287.69 j 301.99 308.82 310.12 Ons line No. End 1 2 3 4 5 6 7 8 9 Junction Type None None None None Manhole Manhole Manhole Manhole Manhole Manhole Run Dale: 04-27-2012 Hydrallow Storm Sewers Extension v6,066 Page 1 Hydraflow Storm Sewers Extension v6.066 SECTION 7 ON-SITE DETENTION BASIN CALCULATIONS BASIN 2 DETENTION BASIN AND HYDROMODIFICATION DESIGN FOR LA COSTA TOWN SQUARE - COMMERCIAL JobNo. 10-1290 Prepared: June 13, 2013 Revised: June 21, 2013 Revised: July 1,2013 Revised: December 16, 2013 Prepared by: O'DAY CONSULTANTS, INC. 2710 Loker Avenue West Suite 100 Carlsbad, Califomia 92010 Tel: (760)931-7700 Fax: (760)931-8680 Tim O. Carroll RCE 55381 Date I:\001017\_Commercial\Stonnwater\Drainage\LCTS Comm Drainage Rpt_Basin2_Det_Hydromod-SWMP,Doc SECTION 1 SECTION 2 SECTION 3 SECTION 4 TABLE OF CONTENTS INTRODUCTION Purpose of Study Scope Hydrologic and Storm Water Management Analysis Detention Basin Sizing CONCLUSION Vicinity Map Existing Hydrograph Proposed Inflow Hydrograph San Diego BMP Sizing Calculator Report Results Detention Basin Depth vs Storage Discharge from Outlet Structure Calculations for Detention Basin with Hydromodification Detention Basin Details per Grading Plan 409-4C I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm_DrainageRpt_Basin2_Det_Hydromod-SWMP,Doc INTRODUCTION The La Costa Town Square Commercial project is located southeast of Rancho Santa Fe Road and north of La Costa Avenue in the City of Carlsbad, Califomia (see Vicinity Map below) and is a master planned development consisting of residential, office, and commercial uses. The commercial component will consist of retail shops, a grocery store, restaurants, a gas station, and a home improvement center that includes a garden center. The commercial project is divided into two separate basins. Basin 1 drains in a southeasterly direction toward La Costa Avenue, east of Camino De Los Coches. Basin 2 drains in a southwesterly direction toward La Costa Avenue into a proposed detention basin, west of Calle Timiteo Purpose of Study This study was prepared to determine the proposed sizing for the detention basin during an 100-year storm event in Basin 2 and incorporate hydromodification flow control for a portion of Drainage Management Areas (DMAs) that currently utilize underground vaults for hydromodification. Scope This study analyzes the proposed flow control outlet structure of the detention basin during hydromodification flows from a low flow threshold (0.5Q2 year) to high flow threshold (QlOyear), and peak 100-year flows for developed conditions of the site. Incorporating hydromodification flow design into the outlet structure will eliminate the need for underground vauhs in a majority of the DMAs. Hydrologic and Storm Water Management Analysis The proposed developed condition flows are taken fi-om the Hydrology Study for La Costa Town Square, dated May 29, 2013. Drainage Management Areas are taken from the Storm Water Management Plan for La Costa Town Square Commercial Project, dated December 16, 2013. EXISTING PROPOSED BASIN C Q = 54.8 CFS BASIN 2 Q = 49.9 CFS** ** The lOO-year peak developed flow from the Proposed Basin 2 is 110.7 cfs prior to being routed through the proposed on-site detention basin. The flow shown above is the peak outflow from said detention basin. I:\001017\_Commercial\Stormwater\Drainage\LCTS CommDrainage Rpt_Basin2_Det_Hydromod-SWMP,Doc Detention Basin Sizing Information (See Section 3 for information listed below) • The existing hydrograph was taken from the hydrology study. • The proposed inflow hydrograph for the detention basin was taken from the hydrology study. • Areas of DMAs in the Storm Water Management Plan that drain into the detention basin for hydromodification are No's. 27R, 28, 32, 38, 39, 40, 41, 42, 44, 45, 49, 50, 53, 54, 56, 59, 60, 65, 80, 83 and 84. See Drainage Man'agement Area Map. • The San Diego BMP Sizing Calculator was used to determine the detention basin size and outflow control for hydromodification purposes. • Detenfion Basin Depth vs Storage vs Discharge from the outlet stmcture for the detention basin was designed to allow hydromodification flows to be released at the rate determined by the BMP Sizing Calculator, and also attenuate the peak 100-year flow from Basin 2. CONCLUSION The detention basin in Basin 2 is designed to provide hydromodification for DMA No's 27R, 28, 32, 38, 39, 41, 42, 44, 45, 49, 50, 53, 54, 56, 59, 60, 65, 80, 83 and 84, while also attenuating the peak 100-year flow from Basin 2. The hydromodification flows from the detention basin will be controlled by two pipes (a 5-inch pipe at an invert of 266.19 foot elevation, and a 10-inch pipe at an invert of 268.39 foot elevation) through a 2.5-foot high concrete weir surrounding the 30-inch outlet pipe. The bottom 2.5 feet ofthe detention basin will serve as temporary storage for the DMA's without hydromodification. The maximum storage corresponding to the hydromodification flow threshold is 0.687 ac-ft (29,904 ft^). Flows greater than the hydromodification flow threshold will over top the 20-foot long concrete weir. The detention basin analysis indicates that the peak 100-year flow is attenuated from 110.7 cfs to 49.9 cfs. The maximum storage volume used is 1.301 ac-ft (56,672 ft^), with a maximum water surface elevation at 5.4 feet from the bottom ofthe detention basin. I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm_DrainageRpt_Basin2_Det_Hydromod-SWMP.DOC SECTION 2 I:\001017\_Commercial\Stonnwater\Drainage\LCTS Comm_Drainage Rpt_Basin2_Det_Hydromod-SWMP,Doc % CITY OF OCEANSIDE "^A HIGHWAY PACIFIC OCEAN CITY OF ENCINITAS VICINITY MAP NO SCALE OF MARCOS SITE I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm_Drainage Rpt_Basin2_Det_Hydromod-SWMP,Doc SECTION 3 I:\00I017\_Commercial\Stonnwater\Drainage\LCTS Comm_Drainage Rpt_Basin2_Det_Hydromod-SWMP,Doc EXISTING HYDROGRAPH I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm_DrainageRpt_Basin2_Det_Hydromod-SWMP,Doc KUN UATE 10/21/2008 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 18 MIN 6 HOUR RAINFALL 2.8 INCHES B.r- ".AREA 30,2 ACRES R_ ."F COEFFICIENT 0,554 V DISCHARGE 54.757 CFS TIMlSi'?« DISCHARGE (CFS) = 0 IIMh(MlN)= 18 DISCHARnF ^rpc:\ - TO TIME (MIN) = 36 DISCHARrp ref ~ TIME MIN =90 SSRGi/rF?r^^« T™12113! - CF3: r y MC M M " DISCHARGE CFS = 4 2 mi M N - ]tt D'SCHARGE CF| = 4 3 TiMc M M " DISCHARGE (CFS = 5 2 TIME (MIN) = 180 DISCHARGE rpq - fif TIME (MIN) = 198 D SCHARr P PPC " v o TIME (MIN = 216 D SOHARPP npf " TIME MIN = 234 SfSJSrP PPC ^ ^"'^ iSpi™ iiiii; ™P M M ^ DISCHARGE CFS = 5 7 TIME (MIN) = 306 DISCHARPP ^rp5\ J c TIME (MIN) = 324 DISRGI CF^l - TIME (MIN) = 342 DISCHARrP rpf ^ f TIME (MIN = 360 S l^niRrP rp^ ^ nME(MIN!= 378 SIICHJR§E'(^FIJ ^ o ' PROPOSED INFLOW HYDROGRAPH I:\001017\_Commercial\Stormwater\Drainage\LCTS Comm_DrainageRpt_Basin2_Det_Hydromod-SWMP,Doc I I I I I I I I I I RATIONAL METHOD HYDROGRAPH PROGRAM COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY RUN DATE 7/31/2013 HYDROGRAPH FILE NAME Textl TIME OF CONCENTRATION 9 MIN. 6 HOUR RAINFALL 2.9 INCHES BASIN AREA 35.52 ACRES RUNOFF COEFFICIENT 0.59 PEAK DISCHARGE 110.7 CFS TIME (MIN) = 0 TIME (MIN) = 9 TIME (MIN) = 18 TIME (MIN) = 27 TIME (MIN) = 36 TIME (MIN) = 45 TIME (MIN) = 54 TIME (MIN) = 63 TIME (MIN) TIME (MIN) TIME (MIN) TIME (MIN) TIME (MIN) = 108 TIME (MIN) = 117 TIME (MIN) = TIME (MIN) = TIME (MIN) = TIME (MIN) = TIME (MIN) = TIME (MIN) = 171 TIME (MIN) = 180 TIME (MIN) = 189 TIME (MIN) = 198 TIME (MIN) = 207 TIME (MIN) = 216 TIME (MIN) = 225 TIME (MIN) = 234 TIME (MIN) = 243 TIME (MIN) = 252 TIME (MIN) = 261 TIME (MIN) = 270 TIME (MIN) = 279 ITIME (MIN) = 288 TIME (MIN) = 297 TIME (MIN) = 306 TIME (MIN) = 315 TIME (MIN) = 324 72 81 90 99 126 135 144 153 162 I I TIME (MIN) [TIME (MIN) = TIME (MIN) = TIME (MIN) = iTIME (MIN) = 333 342 351 360 369 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 0 DISCHARGE (CFS) = 3.7 DISCHARGE (CFS) = 3.8 DISCHARGE (CFS) = 3.9 DISCHARGE (CFS) = 4 DISCHARGE (CFS) = 4.1 DISCHARGE (CFS) = 4.2 DISCHARGE (CFS) = 4.4 DISCHARGE (CFS) = 4.5 DISCHARGE (CFS) = 4.7 DISCHARGE (CFS) = 4.8 DISCHARGE (CFS) = 5.1 DISCHARGE (CFS) = 5.2 DISCHARGE (CFS) = 5.5 DISCHARGE (CFS) = 5.7 DISCHARGE (CFS) = 6.1 DISCHARGE (CFS) = 6.4 DISCHARGE (CFS) = 6.9 DISCHARGE (CFS) = 7.3 DISCHARGE (CFS) = 8.1 DISCHARGE (CFS) = 8.5 DISCHARGE (CFS) = 9.8 DISCHARGE (CFS) = 10.6 DISCHARGE (CFS) = 13 DISCHARGE (CFS) = 14,8 DISCHARGE (CFS) = 21.7 DISCHARGE (CFS) = 29.5 DISCHARGE (CFS) = 110.7 DISCHARGE (CFS) = 17.4 DISCHARGE (CFS) = 11.6 DISCHARGE (CFS) = 9.1 DISCHARGE (CFS) = 7.6 DISCHARGE (CFS) = 6.6 DISCHARGE (CFS) = 5.9 DISCHARGE (CFS) = 5.4 DISCHARGE (CFS) = 4.9 DISCHARGE (CFS) = 4.6 DISCHARGE (CFS) = 4,3 DISCHARGE (CFS) = 4 DISCHARGE (CFS) = 3,8 DISCHARGE (CFS) = 0 I I I I I I SAN DIEGO BMP SIZING CALCULATOR REPORT RESULTS l:\001017\_Commercial\Stormwater\Drainage\LCTSComm_DrainageRpt_Basin2_Det_Hydromod-SWMP.DOC Project Summary Project Name LA COSTA TOWN SQUARE Project Applicant PDC Jurisdiction City of Carlsbad Parcel (APN| 223-06OJ2 Hydrologic Unit Carisbad Compliance Basin Summary Basin Name: LCTS Receiving Water Rainfall Basin Oceanside Mean Annual Precipitation (inches) 13,3 Project Basin Area (acres); 43.10 Watershed Area (acres); 43.10 SCCWRP Lateral Channel Susceptiblity (H, H, L): Low (Lateral) SCCWRP Vertifical Channel Susceptiblity (H, M, L): Low (Vertical) Overall Channel Susceptibility (H, M, L): LOW Lower Flow TTireshold [•/. of 2-Year Flow): O.S Drainage Management Area Summary ID Type BMP ID Description Area (ac) Pre-Proiect Cover Post Surface Type Slope 28288 Drains to Pond BMP 2 AC - DMA'S 27. 28, 32, 38. 39, 40. 41, 42, 44, 45. 49, 50, 53, 54, 56, 59, 60 65 80 83 84 4.86 Pen/ious (Pre) Concrete or asphatt Type D (high runoff - day soi.. Steep (greater 10%) 28290 Drains to Pond BMP 2 LS - DMA'S 27, 28. 32. 38. 39, 40, 41 42 44, 45, 49. 50, 53. 54, 56. 59, 60, 65 80 83 84 0.49 Pervious (Pre) Landscaping Type D (high runoff - clay sot-Steep (greater 10%) 28407 Drains to Pond BMP 2 RF - DMA'S 27. 28. 32. 38. 39, 40, 41 42 44. 45, 49. 50. 53, 54, 56. 59. 60, 65, 80 83 84 1.63 Pervious (Pre) Roofs Type D (high oinoff- clay Steep (greater 10%) 28443 Drains to Pond BMP 1 SW - DMA'S 27. 28, 32, 38, 39. 40 41 42 44, 45. 49, 50. 53, 54, 56. 59, 60, 65 80 83 84 0.82 Pervious (Pre) Concrete or asphalt Type D (high runoff - day soi.. Steep {greater 10%) Pond Facility Summary Scenario Description Bottom Area (sqft) Top Area (sqft) Depth (ft) Volume (cft) Low Orifice (in) Low Invert (ft) High Orifice (in) High Invert (ft) Weir Length (ft) Design A DETENTION BASIN WITH HYDROMODIFICATION - P.O.C. #2 11125 13334 2 30574.3 5.00 0.00 10.00 1.2 0.00 ZOO D 8.00 DETENTION BASIN DEPTH vs STORAGE vs DISCHARGE FROM OUTLET STRUCTURE I:\001017\_Commercial\Stomiwater\Drainage\LCTSComm_DrainageRpt_Basin2_Det_Hydromod-S WMP.Doc Calculations for Detention Basin with Hydromodification Stage (ft) Elevation (ft) Detention Basin Plan Area (sf) Average Area (cf) Storage (ac-ft) TOTAL STORAGE (ac ft) 5-inch pipe (Hydromod) (cfs) 10-inch pipe (Hydromod) (cfs) Weir (cfs) 30-inch pipe (cfs) Outlet Q (cfs) 0.0 266.0 0 0 0.000 0.000 0.0 0.0 0.0 0.0 0 1.0 267.0 5,387 2,694 0.062 0.062 0.6 0.0 0.0 0.0 0.6 2.0 268.0 11,229 8,308 0.191 0.253 0.9 1.7 0.0 0.0 2.6 2.5 268.5 12,121 5,838 0.134 0.387 1.0 2.5 21.2 27.3 27.3 3.0 269.0 13,013 6,284 0.144 0.531 1.1 3.2 60.0 32.3 32.3 4.0 270.0 14,074 13,544 0.311 0.842 1.3 4.2 See 30-inch Q 40.5 40.5 5.0 271.0 15,168 14,621 0.336 1.177 1.5 5.0 See 30-inch Q 47.3 47.3 6.0 272.0 16,300 15,734 0.361 1.539 1.6 5.7 See 30-inch Q 53.2 53.2 7.0 273.0 17,491 16,896 0.388 1.926 1.8 6.3 See 30-inch Q 58.5 58.5 Detention Basin Depth vs Storage vs Discharge from Outlet Structure Stage (ft) Storage (ac-ft) Outlet Q (cfs) 0.0 0.000 0.0 1.0 0.062 0.6 2.0 0.253 2.6 2.5 0.387 27.3 3.0 0.531 32.3 4.0 0.842 40.5 5.0 1.177 47.3 6.0 1.539 53.2 7.0 1.926 58.5 l:\001017V.Commercial\Stormwater\Dralnage\Detention Basin with HydrolVlod\DET BASIN STORAGE W HYDROMOD CALCULATIONS FOR DETENTION BASIN WITH HYDROMODIFICATION I:\001017\_Corainercial\Stormwater\Drainage\LCTSComm_DrainageRpt_Basin2_Det_Hydromod-SWMP.DOC HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL (c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * BASIN 2 - DETENTION BASIN WITH HYDROMODIFICATION * **************************************************^:********.*..^**^^jtjt******* FILE NAME: 1290-10.DAT TIME/DATE OF STUDY: 11:39 12/16/2013 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 42 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 9.000 ASSUMED INITIAL DEPTH(FEET IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): * INTERVAL FLOW * INTERVAL FLOW * INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1 0 00* 2 0. 00* 3 3. 70* * 4 3 80* 5 3 . 90* 6 4 . 00* * 7 4 10* 8 4 . 20* 9 4 . 40* * 10 4 50* 11 4. 70* 12 4 . 80* * 13 5 10* 14 5. 20* 15 5 . 50* * 16 5 70* 17 6. 10* 18 6. 40* * 19 6 90* 20 7 . 30* 21 8 . 10* * 22 8 50* 23 9. 80* 24 10. 60* * 25 13 00* 26 14 . 80* 27 21. 70* * 28 29 50* 29 110. 70* 30 17 . 40* * 31 11 60* 32 9. 10* 33 7 . 60* * 34 6 60* 35 5 . 90* 36 5. 40* * 37 4 90* 38 4. 60* 39 4. 30* * 40 4 00* 41 3. 80* 42 0. 00* DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 9 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * * (FEET) ( ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * * 0. 000 0. 000 0.000** 1.000 0.062 0.600* * 2.000 0.253 2.600** 2.500 0.387 27.300* * 3.000 0. 531 32.300** 4 . 000 0.842 40.500* * 5.000 1. 117 47 .300** 6. 000 1.539 53.200* * 7.000 1. 926 58 .500** **************************************** ************************************ INITIAL BASIN DEPTH(FEET) 0.00 INITIAL BASIN STORAGE(ACRE-FEET) = INITIAL BASIN OUTFLOW(CFS) = 0.00 0. 00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL NUMBER 1 2 3 4 5 6 7 {S-0*DT/2} (ACRE-FEET) 0.OOOOO 0.05828 0.23688 0.21779 0.33079 0.59097 0.82382 1.20925 1.56340 {S-l-0*DT/2 } (ACRE-FEET) 0.OOOOO 0.06572 0.26912 0.55621 0.73121 1.09303 1.41018 1.86875 2.28860 WHERE S=STORAGE(AF);0=OUTFLOW(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: II X MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) STORAGE (ACRE-FT) 0. 0 15 0 . 00 0 00 0. 000 0 [BASIN DEPTH FEET) 0 00] 0 30 0.00 0 00 0. 000 0 [BASIN DEPTH FEET) 0 00] 0 45 3.70 0 42 0. 043 01 [BASIN DEPTH FEET) 0 70] 0 60 3.80 0 82 0. 083 01 [BASIN DEPTH FEET) 1 11] 0 75 3.90 1 19 0. 119 01 [BASIN DEPTH FEET) = 1 30] 0 90 4.00 1 53 0. 151 01 [BASIN DEPTH FEET) = 1 47] 1 05 4 .10 1 85 0. 181 01 28 55 83 111 [BASIN .20 [BASIN .35 [BASIN .50 [BASIN . 65 [BASIN . 80 [BASIN . 95 [BASIN . 10 [BASIN ,25 [BASIN , 40 [BASIN , 55 [BASIN , 70 [BASIN .85 [BASIN 00 [BASIN 15 [BASIN 30 [BASIN 45 [BASIN 60 DEPTH(FEET) 4.20 2. DEPTH(FEET) 4.40 2. DEPTH(FEET) 4.50 3. DEPTH(FEET) 4.70 4. DEPTH(FEET) 4.80 4. DEPTH(FEET) 5.10 5. DEPTH(FEET) 5.20 5. DEPTH(FEET) 5.50 5. DEPTH(FEET) 5.70 5. DEPTH(FEET) 6.10 6. DEPTH(FEET) 6.40 6. DEPTH(FEET) 6.90 6. DEPTH(FEET) 7.30 7. DEPTH(FEET) 8.10 8. DEPTH(FEET) 8.50 8. DEPTH(FEET) 9.80 9. DEPTH(FEET) 10.60 10. [BASIN DEPTH(FEET) ,75 • 13.00 13. [BASIN DEPTH(FEET) ,90 14.80 14. [BASIN DEPTH(FEET) ,05 21.70 22. [BASIN DEPTH(FEET) ,20 29.50 28. [BASIN DEPTH(FEET) 35 110.70 49. [BASIN DEPTH(FEET) 50 17.40 42. [BASIN DEPTH(FEET) 65 11.60 34. [BASIN DEPTH(FEET) 80 9.10 23. [BASIN DEPTH(FEET) 95 7.60 6. [BASIN DEPTH(FEET) 10 6.60 6. 1.62] 13 0.209 01 1.77] 41 0.235 01 1.91] 17 0.256 01 2.01] 80 0.265 .0 2.04] 80 0.265 .0 2.04] 12 0.267 .0 2.05] 21 0.267 .0 2.05] 52 0.269 .0 2.06] 71 0.270 .0 2.06] 13 0.272 .0 2.07] 42 0.274 .0 2.08] 93 0.277 .10 2.09] 32 0.279 . 0 2.10] 15 0.283 . 0 2.11] 52 0.285 . O 2.12] 88 0.293 . O 2.15] 65 0.297 . O 2.16] 16 0.310 . 0 2.21] 91 0.320 . 2.25] 15 0.359 . 2.40] 19 0.413 . 2.59] 87 1.301 . 5.44] 96 0.941 . 4.36] 29 0.606 . I 3.24] 04 0.364 . I 2.41] 57 0.275 .01 2.08] 60 0.275 .0 O O 0 1 [BASIN DEPTH(FEET) = 2 .08] 5.25 5.90 5.85 0.271 .0 . . . . « [BASIN DEPTH(FEET) = 2 .07] I 5. 40 5.40 5.37 0.268 .0 . . . . " [BASIN DEPTH(FEET) = 2 .06] 5. 55 4.90 4.87 0.265 .0 . . . . 1 [BASIN DEPTH(FEET) = 2 .05] I 5.70 4.60 4.58 0.264 .0 . . . . [BASIN DEPTH(FEET) = 2 .04] • 5.85 4.30 4.28 0.262 .0 . . . . 1 [BASIN DEPTH(FEET) = 2 . 03] 6.00 4.00 3.98 0.260 .0 . . . . — [BASIN DEPTH(FEET) = 2 .03] 1 6. 15 3.80 3.79 0.259 .0 . . . . " [BASIN DEPTH(FEET) = 2 .02] 6. 30 0.00 2.27 0.222 0 . . . . 1 [BASIN DEPTH(FEET) = 1 .84] 1 6.45 0.00 2.00 0.195 0 . . . . [BASIN DEPTH(FEET) = 1 70] m 6.60 0.00 1.75 0.172 0 . . . . I [BASIN DEPTH(FEET) = 1 58] 6.75 0.00 1.54 0.152 0 . . . . [BASIN DEPTH(FEET) = 1 47] I 6. 90 0.00 1.35 0.134 0 . . . . • [BASIN DEPTH(FEET) = 1 38] 7 . 05 0.00 1.19 0.118 0 • [BASIN DEPTH(FEET) = 1 29] 1 7.20 0.00 1.04 0.104 0 . . . . [BASIN DEPTH(FEET) = 1 22] ^ 7 . 35 0.00 0.92 0.092 0 . . . . I [BASIN DEPTH(FEET) = 1 16] • 7.50 0.00 0.80 0.081 0 . . . . [BASIN DEPTH(FEET) = 1 10] • 7 . 65 0.00 0.71 0.072 0 . . . . I [BASIN DEPTH(FEET) = 1 05] 7.80 0.00 0.62 0.064 0 . . . . •j [BASIN DEPTH(FEET) = 1 01] I 7. 95 0.00 0.55 0.057 0 . . . . [BASIN DEPTH(FEET) = 0 91] 8 . 10 0.00 0.49 0.050 0 . . . . 1 [BASIN DEPTH(FEET) = 0 81] • 8.25 0.00 0.43 0.045 0 . . . . [BASIN DEPTH(FEET) = 0. 72] • 8.40 0.00 0.38 0.040 0 . . . . 1 [BASIN DEPTH(FEET) = 0. 64] 8 . 55 0.00 0.34 0.035 0 . . . . g [BASIN DEPTH(FEET) = 0. 57] 1 8.70 0.00 0.30 0.031 0 . . . . " [BASIN DEPTH(FEET) = 0. 50] 8 . 85 0.00 0.27 0.028 0 . . . . • [BASIN DEPTH(FEET) = 0. 44] I 9.00 0.00 0.24 0.024 0 . . . . [BASIN DEPTH(FEET) = 0. 39] • 9. 15 0.00 0.21 0.022 0 . . . . [BASIN 9. 30 [BASIN 9. 45 [BASIN 9. 60 [BASIN 9. 75 [BASIN 9. 90 [BASIN 10. 05 [BASIN 10.20 [BASIN 10. 35 [BASIN 10. 50 [BASIN 10. 65 [BASIN 10. 80 [BASIN 10. 95 [BASIN 11. 10 [BASIN 11.25 [BASIN 11. 40 [BASIN 11. 55 [BASIN 11. 70 [BASIN 11.85 [BASIN 12 . 00 [BASIN 12 . 15 [BASIN 12.30 [BASIN 12.45 [BASIN 12. 60 [BASIN 12.75 [BASIN 12. 90 [BASIN 13. 05 [BASIN 13.20 DEPTH(FEET) = 0.00 0.19 DEPTH(FEET) = 0.00 0.16 DEPTH(FEET) = 0.00 0.15 DEPTH(FEET) = 0.00 0.13 DEPTH(FEET) = 0.00 0.12 DEPTH(FEET) = 0.00 0.10 DEPTH(FEET) = 0.00 0.09 DEPTH(FEET) = 0.00 0.08 DEPTH(FEET) = 0.00 0.07 DEPTH(FEET) = 0.00 0.06 DEPTH(FEET) = 0.00 0.06 DEPTH(FEET) = 0.00 0.05 DEPTH(FEET) = 0.00 0.04 DEPTH(FEET) = 0.00 0.04 DEPTH(FEET) = 0.00 0.03 DEPTH(FEET) = 0.00 0.03 DEPTH(FEET) = 0.00 0.03 DEPTH(FEET) = 0.00 0.02 DEPTH(FEET) = 0.00 0.02 DEPTH(FEET) = 0.00 0.02 DEPTH(FEET) = 0.00 0.02 DEPTH(FEET) = 0.00 0.01 DEPTH(FEET) = 0.00 0.01 DEPTH(FEET) = 0.00 0.01 DEPTH(FEET) = 0.00 0.01 DEPTH(FEET) = 0.00 0.01 DEPTH(FEET) = 0.00 0.01 0.35] 0.019 0 0.31] 0.017 O 0.27] 0.015 O 0.24] 0.013 0 0.22] 0.012 0 0.19] 0.011 0 0.17] 0.009 0 0.15] 0.008 0 0.13] 0.007 0 0.12] 0.007 O 0.11] 0.006 0 0.09] 0.005 0 0.08] 0.005 0 0.07] 0.004 0 0 . 07] 0.004 O 0.06] 0.003 0 0.05] 0.003 0 0.05] 0.002 0 0.04] 0 . 002 O 0.04] 0.002 0 0 . 03] 0.002 O 0. 03] 0.002 0 0.02] 0.001 0 0.02] 0.001 0 0. 02] 0.001 0 0.02] 0.001 O 0. 02] 0.001 0 [BASIN DEPTH(FEET) = 0.01] 13.35 0.00 0.01 0.001 0 [BASIN DEPTH(FEET) = 0.01] 13.50 0.00 0.01 0.001 O [BASIN DEPTH(FEET) = 0.01] 13.65 0.00 0.01 0.001 0 [BASIN DEPTH(FEET) = 0.01] 13.80 0.00 0.01 0.001 0 [BASIN DEPTH(FEET) = 0.01] 13.95 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.01] 14.10 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.01] 14.25 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.01] 14.40 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.01] 14.55 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 14.70 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] 14.85 0.00 0.00 0.000 O [BASIN DEPTH(FEET) = 0.00] 15.00 0.00 0.00 0.000 0 [BASIN DEPTH(FEET) = 0.00] SECTION 7 CATCH BASIN CAPACITY CALCULATIONS CATCH BASIN CAPACITY CALCULATIONS Flows are based on a time of concentration of 5 minutes. Q=CIA Runoff coefficient C based on percent of impervious area in drainage area. C = 0.9 X (% Impervious) + Cp x (i - % Impervious) Cp = 0.35 Intensity for 5 minute time of concentration = 7.38 in/hr A= Area in acres See Catch Basin Capacity Exhibit followong these calculations. INLET CAPACITY FOR BROOKS 12"xl2" GRATED INLET (PARKWAY) Capacity of Grate Inlet Operating as Weir Q = Q = Cw = d= Inlet capacity of grated inet (cf/s) Weir coefficient = 3.0 Effective grate perimeter length (If) Flow depth approaching inlet (If) To account for effects of clogging of grate, a clogging factor of 50% (C ^=0.5) is applied to actual unclogged perimter ofthe grate (p) Pe= (I-CJP Pe= 2.13 P= 4.26 Flow Depth (ft) Q(cfs) 0.1 0.2 0.2 0.6 0.3 1.1 0.4 1.6 0.5 2.3 0.6 3.0 0.7 3.7 0.8 4.6 0.9 5.5 1 6.4 Capacitv of Grate Inlet Operating as an Orifice Q= CoA,(2gd)'^' Q = Inlet capacity of grated inet (cf/s) Co = Orifice coefficient = 0.67 g= 32.2 (ftVs) d= Flow depth approaching inlet (ft) Ae= Effective grate area (sf)= d= Flow depth approaching inlet (If) 1.12 sf To account for effects of clogging of grate, a clogging factor of 50% (CA=0.5) is applied to actual unclogged opening area ofthe grate (A) Ae= (A*CA), A=2.45sf Flow Depth (ft) Q(cfs) 0.1 1.9 0.2 2.7 0.3 3.3 0.4 3.8 0.5 4.3 0.6 4.7 0.7 5.0 0.8 5.4 0.9 5.7 1 6.0 Per Grate Inlet Capacity Chart on next page, the more conservative result is the grate inlet operating as a Weir where Q equals approximately 5.8 cfs or less. 1.2 12"xl2" Brooks Box Grate Inlet Capacity •Grate Inlet Operating as Weir •Grate Inlet operating as Orifice 8.0 INLET CAPACITY FOR BROOKS 24"x24" GRATED INLET (PARKWAY) Capacity of Grate Inlet Operating as Weir Q = Q = Cw = Inlet capacity of grated inet (cf/s) Weir coefficient = 3.0 Effective grate perimeter length (If) Flow depth approaching inlet (If) To account for effects of clogging of grate, a clogging factor of 50% (C |_=0.5) is applied to actual unclogged perimter ofthe grate (p) Pe= (1-CJP Pe= 3.61 P= 7.23 Flow Depth (ft) Q(cfs) 0.1 0.3 0.2 1.0 0.3 1.8 0.4 2.7 0.5 3.8 0.6 5.0 0.7 6.3 0.8 7.8 0.9 9.3 1 10.8 Capacity of Grate Inlet Operating as an Orifice Q = Q = Co = g= d= Ae= d=: CoAe(2gd)''' Inlet capacity of grated inet (cf/s) Orifice coefficient = 0.67 32.2 (ftVs) Flow depth approaching inlet (ft) Effective grate area (sf)= Flow depth approaching inlet (If) 3.40 sf To account for effects of clogging of grate, a clogging factor of 50% (CA=0.5) is applied to actual unclogged opening area ofthe grate (A) Ae= (A*CJ Flow Depth (ft) Q(cfs) 0.1 5.8 0.2 8.2 0.3 10.0 0.4 11.6 0.5 12.9 0.6 14.2 0.7 15.3 0.8 16.4 0.9 17.3 1 18.3 Per Grate Inlet Capacity Chart on next page, the more conservative result is the grate inlet operating as a Weir. 24"x24" Brooks Box Grate Inlet Capacity 1.2 •Grate Inlet Operating as Weir •Grate Inlet operating as Orifice 0.0 5.0 10.0 15.0 Q(cfs) 20.0 INLET CAPACITY FOR BROOKS 36"x36" GRATED INLET (PARKWAY) Capacity of Grate Inlet Operating as Weir Q = Q = Cw = Pe= d= Pe= CwPaD'^' Inlet capacity of grated inet (cf/s) Weir coefficient = 3.0 Effective grate perimeter length (If) Flow depth approaching inlet (If) (1-CJP Pe= 5.58 P= 11.17 Flow Depth (ft) Q(cfs) 0.1 0.5 0.2 1.5 0.3 2.8 0.4 4.2 0.5 5.9 0.6 7.8 0.7 9.8 0.8 12.0 0.9 14.3 1 16.8 Capacity of Grate Inlet Operating as an Orifice Q = Q = Co = g= d= A.= CoAe(2gd)'^' Inlet capacity of grated inet (cf/s) Orifice coefficient = 0.67 32.2 (ftVs) Flow depth approaching inlet (ft) Effective grate area (sf)= Flow depth approaching inlet (If) 3.80 sf To account for effects of clogging of grate, a clogging factor of 50% (CA=0.5) is applied to actual unclogged opening area of the grate (A) Ae= (A*CJ Per Grate Inlet Capacity Chart on next page, the more conservative result is the grate inlet operating as a Weir. Flow Depth (ft) Q(cfs) 0.1 6.5 0.2 9.1 0.3 11.2 0.4 12.9 0.5 14.4 0.6 15.8 0.7 17.1 0.8 18.3 0.9 19.4 1 20.4 36 "xSe" Brooks Box Grate Inlet Capacity 1.2 0.8 •S 0.6 a. tt Q 0.4 0.2 •Grate Inlet Operating as Weir •Grate Inlet operating as Orifice 00 5.0 10.0 15.0 20.0 25.0 Q(cfs) INLET CAPACITY FOR TYPE G-1 CATCH BASIN Capacity of Grate Inlet Operating as Weir Q = Q = Cw = Pe= d= Pe= CwPeD'^' Inlet capacity of grated inet (cf/s) Weir coefficient = 3.0 Effective grate perimeter length (If) Flow depth approaching inlet (If) (1-CJP Pe= 4.60 9.20 Flow Depth (ft) Q(cfs) 0.1 0.4 0.2 1.2 0.3 2.3 0.4 3.5 0.5 4.9 0.6 6.4 0.7 8.1 0.8 9.9 0.9 11.8 1 13.8 Capacity of Grate Inlet Operating as an Orifice Q = Q = g= d= Ae= d= CoAe(2gd)^^' Inlet capacity of grated inet (cf/s) Orifice coefficient = 0.67 32.2 (ftVs) Flow depth approaching inlet (ft) Effective grate area (sf)= Flow depth approaching inlet (If) 2.35 sf To account for effects of clogging of grate, a clogging factor of 50% (CA=0.5) is applied to actual unclogged opening area ofthe grate (A) Ae= (A*CA) Per Grate Inlet Capacity Chart on next page, the more conservative result is the grate inlet operating as a Weir where Q equals approximately 12.0 cfs or less. Flow Depth (ft) Q(cfs) 0.1 4.0 0.2 5.7 0.3 6.9 0.4 8.0 0.5 8.9 0.6 9.8 0.7 10.6 0.8 11.3 0.9 12.0 1 12.6 1.2 0.0 Type G-1 Grate Catch Basin 5.0 10.0 Q{cfs) •Grate Inlet Operating as Weir •Grate Inlet operating as Orifice 15.0 INLET CAPACITY FOR TYPE G-2 CATCH BASIN Capacity of Grate Inlet Operating as Weir Q = Q = Cw = Pe= d= Pe= CwPeD'^' Inlet capacity of grated inet (cf/s) Weir coefficient = 3.0 Effective grate perimeter length (If) Flow depth approaching inlet (If) (l-CJP Pe= 6.15 P= 12.29 Flow Depth (ft) Q(cfs) 0.1 0.6 0.2 1.6 0.3 3.0 0.4 4.7 0.5 6.5 0.6 8.6 0.7 10.8 0.8 13.2 0.9 15.7 1 18.4 Capacity of Grate Inlet Operating as an Orifice Q = Q = Co = g= d= Ae= d= CoAe(2gd)''' Inlet capacity of grated inet (cf/s) Orifice coefficient = 0.67 32.2 (ftVs) Flow depth approaching inlet (ft) Effective grate area {sf)= Flow depth approaching inlet (If) 3.98 sf To account for effects of clogging of grate, a clogging factor of 50% (CA=0.5) is applied to actual unclogged opening area ofthe grate (A) Ae= (A*CJ Per Grate Inlet Capacity Chart on next page, the more conservative result is the grate inlet operating as a Weir. Flow Depth (ft) Q(cfs) 0.1 6.8 0.2 9.6 0.3 11.7 0.4 13.5 0.5 15.1 0.6 16.6 0.7 17.9 0.8 19.1 0.9 20.3 1 21.4 1.2 0.0 Type G-2 Grate Catch Basin -Grate Inlet Operating as Weir •Grate Inlet operating as Orifice 5.0 10.0 15.0 Q(cfs) 20.0 25.0 DRAINAGE AREA 1 - Bioretention DMA DMA Post-Project Nam Area (ac) Surface Type AC 0.230 AC Parkins, LS 0.141 Landscape SIV 0.024 PCC Total 0.395 Q=C1A Percent Impervious Q= 2.1 cfs 36" X 36" Brooks Box 64.4% C= 0.70 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.24 ft Weir Control DRAINAGE AREA 2 - Bioretention ~ DMA DMA Post-Project Name Area (sf) Surface Ty^e AC 0.325 AC Parking LS 0.166 Landscape SW 0.033 PCC Total 0.525 Q=CIA Percent Impervious 68,3% C= 0.73 1= 7.38 in/hr Q= 2,8 cfs C= 0.73 1= 7.38 in/hr 36" X 36" Brooks Box Heightof WSEL above Grate (50% CL)= 0.30 ft Weir Control DRAINAGE AREA 3 - Bioretention DMA DMA Post-Project Name Area (sf) Surface Type AC 0.032 AC Parking U 0,016 Landscape ROOF 0.000 Roof SW 0.000 PCC Total 0.049 Q=CIA Percent Impervious Q= 0,3 cfs 36" X 36" Brooks Box 66,6% C= 0.72 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.06 ft Weir Control DRAINAGE AREA 4A - Bioretention ' ' " — DMA DMA Post-Project Name Area (sf) Surface Type AC 0.134 AC Par/sing^ LS 0.042 Landscape ROOF 0.000 Roof SW 0.006 PCC Total 0.182 Q=CIA Percent Impervious 77,0% C= 0.77 1= 7.38 in/hr Q= LO cfs C= 0.77 1= 7.38 in/hr 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0,16 ft Weir Control DRAINAGE AREA 4B - FILTERRA DM4 DM4 Post-Project Name Ana (st) Suiface Type AC 0.000 AC Parking U 0.000 Landscape ROOF 0.089 Roof SW 0.000 PCC DRAINAGEAREA 4C - FILTERRA Di\L4 Name DAL4 Area(sD Post-Project Surface Type AC 0.155 AC Parking U 0.000 Landscape ROOF 0.072 Roof SW 0.018 PCC DRAINAGEAREA 5 - Bioretention DMA Name DMA Area(sf) Post-Project Surface Type AC 0.130 AC Parking^ LS 0.272 Landscape ROOF 0.076 Roof SW 0.012 PCC Total 0.491 Q=CLA Percent Impervious 44.5% Q= 2.2 cfs 36" X 36" Brooks Box C= 0,59 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.25 ft Weir Control DRAINAGEAREA 6- Bioretention DiMA Name DMA Area (sf) Post-Project Sutface Type AC 0.011 AC Parking U 0.097 Landscape ROOF 0.018 Roof SW 0.000 PCC Total 0.125 Q=CL\ Percent Impervious 23.0% Q= 0.4 cfs 36" X 36" Brooks Box C= 0.48 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.09 ft Weir Control DRAINAGEAREA 7- Bioretention DNL4 Name DMA Area (sf) Post-Project Surface Type AC 0,000 AC Parking IJ-0.000 Landscape ROOF 0.091 ROOF SW 0.000 PCC Total 0.091 Q=CIA Percent Impervious 100.0% Q= 0.6 cfs 36" X 36" Brooks Box C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.11 ft Weir Control DRAINAGEAREA 8 - Bioretention ^l\ ^ <a 1?? DMA DMA Post-Project Name Area (sf) Surface Type AC 0.197 AC Parking LS 0.023 Landscape ROOF 0.000 ROOF SW 0.015 PCC Total 0.235 Q=CIA C= 0.85 1= 7.38 in/hr Percent Impervious 90,4% Q= 1,5 cfs Comment: Two separate basins intercepting approximatelye 30% and 70% of runoff, Q=30% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0 09 ft Q=70% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= Q.ls ft Weir Control DRAINAGEAREA 9 - Bioretention Di\L4 DAL4 Post-Project Name Area (sf) Surface Type AC 0.057 AC Parking^ U 0.006 Landscape ROOF 0.000 ROOF SW 0.012 PCC Total 0.075 Q=CIA Percent Impervious Q= 0.5 cfs 36" X 36" Brooks Box 92.5% C= 0.86 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.09 ft Weir Control DRAINAGEAREA 10 - Bioretention DMA DMA Post-Project Name Area (sf) Surface Type AC 0.050 AC Parking U 0.000 Landscape ROOF 0.000 ROOF SW 0.002 PCC Total 0.052 Q=CIA Percent Impervious Q= 0.3 cfs 36" X 36" Brooks Box 100.0% C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= o.07 ft Weir Control DRAINAGEAREA 11 - Bioretention DM^l Name DAW Area (sf) Post-Project Surface Type AC 0.084 AC Parking^ U 0.001 Landscape ROOF 0.000 ROOF SW 0.005 PCC Total 0.090 Q=CIA Percent Impervious 99.1% Q= 0.6 cfs C= 0.89 36" X 36" Brooks Box 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= p.n ft Weir Control DRAINAGEAREA 12 - Bioretention DMA Name DMA Area (sf) Post-Project Surface Type AC 0.479 AC Parking^ LS 0.013 Landscape ROOF 0.000 ROOF SW 0.037 PCC Total 0.529 Q=CIA Percent Impervious 97.6% Q= 3.5 cfs 36" X 36" Brooks Box C= 0.89 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.35 ft Weir Control DRAINAGEAREA 13 - Bioretention DMA DMA Post-Project Name Area (sf) Surface Type AC 0.088 AC Parking LS 0.192 Landscape ROOF 0.063 ROOF SW 0.003 PCC Total 0346 Q=CL\ Percent Impervious 44.4% Q= 1.5 cfs 36" X 36" Brooks Box C= 0.59 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.20 ft Weir Control DRAINAGEAREA 14- Bioretention l4 l^v "k DMA DM'i Post-Project Name Area (sf) Surface Type AC 0.134 AC Parking LS 0.152 Landscape ROOF 0.000 ROOF SW 0.023 PCC Total 0.308 Q=CIA C- 0.63 1= 7.38 in/hr Percent Impervious 50.9% Q= 1.4 cfs Comment: Two separate basins intercepting approximatelye 50% of runoff each Q=50% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0.12 ft Weir Control DRAINAGEAREA 15- Bioretention DMA Name DM^l Area (sf) Post-Project Surface Type AC 0.028 AC Parking U 0.032 Landscape ROOF 0.026 ROOF SW 0.008 PCC Total 0.094 Q=CLA Percent Impervious 65,8% Q= 0.5 cfs 36" x 36" Brooks Box C= 0,71 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.09 ft Weir Control \DRAINAGE AREA 16 - NOT USED \ DRAINAGEAREA 17- Bioretention DMA DM/1 Post-Project Name Area (sf) Surface Type AC 0.076 AC Parking U 0.010 Landscape ROOF 0.000 ROOF SW 0.039 PCC Total 0125 Q=CIA 92.1% C= 0,86 1= 7.38 in/hr Percent Impervious Q= 0.8 cfs Comment: Two separate basins intercepting approximatelye 50% and 50% of runoff. Q=50% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= Q.Qg ft Weir Control DRAINAGEAREA 18 - Bioretention DMA DM4 Post-Project Name Area(sf) Sutface Type Is AC 0.336 AC Parking^ LS 0.017 Landscape ROOF 0124 ROOF SW 0.047 PCC Total 0.524 Q=CIA Percent Impervious Q= 3.4 cfs 36" X 36" Brooks Box 96.7% C= 0.88 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.34 ft Weir Control DRAINAGEAREA 19-Filterra DM/l DAf>l Post-Project Name Area(sf) Surface Type AC 0.181 AC Parking^ U O.OOI Landscape ROOF 0.000 ROOF SW 0.000 PCC DRAINAGE AREA 20 - Bioretention + Vault DMA DNL4 Post-Project Name Area(sf) Sutface Type AC 0.595 AC Parking^ LS 0.068 Landscape ROOF 0.000 ROOF SW 0.024 PCC Total 0.687 Q=CIA Percent Impervious Q= 4.3 cfs 36" x 36" Brooks Box 90.2% C= 0.85 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.40 ft Weir Control DRAINAGE AREA 21-Bioretention ^| /\ , ^ 0,C / ^| DMA DMA Post-Project Name Area(sf) Sutface Type AC 0.341 AC Parking LS 0.093 Landscape SW 0.005 PCC Total 0.439 Q=CIA 78,8% C= 0.78 1= 7.38 in/hr Percent Impervious Q= 2.5 cfs Comment: Four separate basins intercepting approximatelye 25% of runoff each. Q=25% 36" x 36" Brooks Box Height of WSEL above Grate (50% CL)== 0.11 ft Weir Control DRAINAGEAREA 22 - Bioretention DM4 DMA Post-Project Name Area (sf) Surface Type AC 0.106 AC Parking^ U 0.000 Landscape ROOF 0.000 ROOF SW 0.000 PCC Total 0.106 Q=CIA Percent Impervious Q= 0.7 cfs 36" X 36" Brooks Box 100.0% C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.12 ft Weir Control DRAINAGEAREA 23 - Bioretention DMA DMA Post-Project Name Area (sf) Surface Type AC 0.362 AC Parkit!^ U 0.064 Landscape ROOF 0.324 ROOF SW 0.240 PCC Total 0.990 Q=CIA Percent Impervious Q= 6.3 cfs Type G-1 Catch Basin 93,6% C= 0,86 I. 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.59 ft Weir Control DRAINAGEAREA 24 - Bioretention DMA Name DMA Area (sf) Post-Project Surface Type AC 0.217 AC Parking^ U 0.075 Landscape SW 0.044 PCC Total 0,337 Q=CIA Percent Impervious 77.6% Q= 1.9 cfs 36" X 36" Brooks Box C= 0.78 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.24 ft Weir Control DRAINAGEAREA 25 - Bioretention DAL4 DMA Post-Project Name Area (sf) Sutface Type AC 0.128 AC Parking U 0.030 Landscape SW 0.025 PCC Total 0.183 Q=CIA Percent Impervious 83.5% Q= 1.1 cfs 36" X 36" Brooks Box C= 0,81 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.16 ft Weir Control DRAINAGEAREA 26- Bioretention DMA DMA Post-Project Name Area (sf) Surface Type AC 0.475 AC Parking LJ-0.028 Landscape KOOF 1.085 ROOF SW 0.091 PCC Total 1.679 Q=CIA Percent Impervious 98.3% Q= 11.0 cfs Type G-2 Catch Basin C= 0.89 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.71 ft Weir Control DRAINA GE AREA 27 - Bioretention + Vault DMA Name DMA Area (sf) Post-Project Sutface Type AC 1.205 AC Parking LS 0.262 Landscape ROOF 0826 ROOF SW 0.055 PCC Total 2.348 Q=CIA Percent Impervious 88.8% Q= 14.5 cfs fype G-1 Catch Basin C= 0,84 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 1.32 ft Orifice Eg. Controls DRAINAGEAREA 28 - Filterra DMA Name DMA Area (sf) Post-Project Sutface Type AC 0.549 AC Parking^ U 0.000 Landscape ROOF 0.000 ROOF SW 0.000 PCC Total 0.549 Q=CIA Percent Impervious 100.0% Q= 3.6 cfs 36" X 36" Brooks Box C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)^ 0.14 ft Weir Control DRAINAGEAREA 29 - Bioretention DMA Name DM^l Area(sf) Post-Project Surface Type AC 0.112 AC Parking LS 0.000 Landscape SW 0.002 PCC Total 0.114 Q=CIA Percent Impervious 100,0% Q= 0,8 cfs 36" X 36" Brooks Box C= 0,90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.13 ft Weir Control DRAINAGEAREA 30 - Bioretention ^.'?o1^ DAM Post-Project Name (sf) Sutface Type AC 0.196 AC Parking U 0.037 Landscape SW 0.013 PCC Total 0.245 Q=CIA 85.0% C= 0,82 1= 7.38 in/hr Percent Impervious Q= 1.5 cfs Comment: Two separate basins intercepting approximatelye 50% of runoff each Q=50% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0.12 ft Weir Control DRAINAGEAREA 31 - Bioretention DMA Name DAL4 Area (sf) Post-Project Sutface Type AC 0.083 AC Parking^ LJ 0.001 Landscape ROOF 0.000 ROOF SW 0.000 PCC Total a 084 Q=CIA Percent Impervious 99,0% 0.6 cfs 36" X 36" Brooks Box C= 0,89 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.10 ft Weir Control DRAINAGEAREA 32 - Filterra + Vault DMA Name DAL-l Area(sf) Post-Project Surface Type AC 0.080 AC Parking LS 0.002 Landscape ROOF 0.000 Roof SW 0.025 PCC DRAINAGEAREA 33 - Bioretention il DAM Area (sf) Post-Project Sutface Type AC 0.144 AC Parking U 0.016 Landscape SW 0.012 PCC Total 0.173 Q=CIiV Percent Impervious 90.7% Q= 1.1 cfs 36" X 36" Brooks Box C= 0.85 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.16 ft Weir Control DRAINAGEAREA 34 - Bioretention DMA DMA Post-Project Name Area (sf) Sutface Type AC 0.027 AC Parking^ U 0.000 Landscape ROOF 0.000 ROOF SW 0.000 PCC Total 0.027 Q=CIA Percent Impervious Q= 0.2 cfs 36" X 36" Brooks Box 100,0% C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.05 ft Weir Control DRAINAGEAREA 35 - Bioretention DMA Name DMA Area (sf) Post-Project Sutface Type AC 0.098 AC Parking U 0.014 Landscape ROOF 0.000 ROOF SW 0.027 PCC Total 0138 Q=CIA Percent Impervious 90.0% Q= 0.9 cfs 36" X 36" Brooks Box C= 0,85 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.14 ft Weir Control DRAINAGEAREA 36-Bioretention DAL4 DAL4 Post-Project Name Area (sf) Sutface Type AC 0.000 AC Parking U 0.000 Landscape ROOF 0.090 ROOF SW 0.005 PCC Total 0.095 Q=CIA Percent Impervious Q= 0.6 cfs 36" X 36" Brooks Box 100.0% C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= Q.n ft Weir Control DRAINAGEAREA 37- Bioretention DMA Name DAL4 Area(sf) Post-Project Sutface Type AC 0.000 AC Parking^ U 0.007 Landscape ROOF 0.092 ROOF SW 0.035 PCC Total 0.134 Q=CIA Percent Impervious 94,8% Q= 0,9 cfs 36" X 36" Brooks Box C= 0,87 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.14 ft Weir Control DRAINAGEAREA 38 - Filterra + Vault DAL4 Name DAIA Area (sf) Post-Project Surface Type AC 0.214 AC Parking^ u 0.031 Landscape ROOF 0.000 ROOF SW 0.086 PCC DRAINAGEAREA 39-Filterra + Vault DAL4 Name DALA Area (sf) Post-Project Surface Type AC 0.162 AC Parking U 0.003 Landscape ROOF 0.000 ROOF SW 0.069 PCC DRAINAGEAREA 40 - Filterra + Vault DAIA Name DAL4 Area (sf) Post-Project Surface Type AC 0.000 AC Parking U 0.003 Landscape ROOF 0.057 ROOF SW^ 0.014 PCC DRAINAGEAREA 41 - Bioretention + Vault DAIA DAL4 Post-Project Name Area (sf) Surface Type AC 0.000 AC Parking U 0.006 Landscape ROOF 0.176 ROOF SW 0.049 PCC Total 0.232 Q=CL\ Percent Impervious Q= 1.5 cfs 36" X 36" Brooks Box 97,4% C= 0,89 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.20 ft Weir Control DRAINAGEAREA 42 - Bioretention -i- Vault DMA DAL4 Post-Project Name Area (sf) Sutface Type AC 0.102 AC Parking LS 0.001 Landscape ROOF 0.000 ROOF SW 0.064 PCC Total 0.167 Q=CIA Percent Impervious Q= 1.1 cfs 36" X 36" Brooks Box 99.5% C= 0,90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.16 ft Weir Control DRAINA GEAREA 43 - Bioretention DMA DAL4 Post-Project Name Atva (sf) Surface Type AC 0.000 AC Parking U 0.000 Landscape ROOF 0.078 Roof SW 0.004 PCC Total 0.082 Q=CIA Percent Impervious Q= 0.5 cfs 36" X 36" Brooks Box 100.0% C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.10 ft Weir Control DRAINAGEAREA 44 - Bioretention -h Vault DMA DAL4 Post-Project Name Area (sf) Sutface Type AC 0.223 AC Parking f-J 0.002 Landscape ROOF 0.000 Roof SW 0.084 PCC Total 0.309 Q==CIA Percent Impervious Q== 2.0 cfs 36" X 36" Brooks Box 99.4% C= 0,90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.24 ft Weir Control DRAINAGEAREA 45-Filterra DAIA DAIA Post-Project Name Area (sf) Surface Type AC 0.083 AC Parkins' U 0.000 Landscape ROOF 0.078 Roof SW 0.066 PCC DRAINAGEAREA 46- Bioretention DMA DMA Post-Project Name Area (sf) Surface Type AC 0.790 AC Parking LS 0.212 Landscape ROOF 0.338 ROOF SW 0.115 PCC Total 1.455 Q=CIA 85,4% C= 0,82 1= 7.38 in/hr Percent Impervious 8,8 cfs Comment: Two separate basins intercepting appro.ximatelye 50% and 50% of runoff Q=50% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0.41 ft Weir Control DRAINAGEAREA 47-Bioretention DMA DAM Post-Project Name Area (sf) Sutface Type AC 0.102 AC Parking U 0.006 Landscape ROOF 0.000 Roof SW 0.016 PCC Total 0.124 Q=CL\ Percent Impervious Q= 0.8 cfs 36" X 36" Brooks Box 95.4% C= 0.87 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.13 ft Weir Control DRAINAGEAREA 48 - Bioretention 4^2)^ t ^^jl^ DAL4 DMA Post-Project Name Area (sf) Sutface Type AC 0.205 AC Parking U 0.038 Landscape ROOF 0.000 Roof SW 0.007 PCC Total 0.249 Q=CIA 84.8% C= 0.82 1= 7.38 in/hr Percent Impervious Q= 1.5 cfs Comment: Two separate basins intercepting approximatelye 30% and 70% of runoff. Q=70% Height of WSEL above Grate (50% CL)= 0.16 ft 36" X 36" Brooks Box Q=30% 36" x 36" Brooks Box Height of WSEL above Grate (50% CL)^ 0.09 ft Weir Control DRAINAGEAREA 49-Filterra DAM Name DAM Area (sf) Post-Project Surface Type AC 0.115 AC Parking U 0.029 Landscape SW 0.007 PCC DRAINAGEAREA 50 - Filterra DAIA Name DAIA Area (sf) Post-Project Surface Type AC 0.079 AC Parking U 0.001 Landscape ROOF 0.000 ROOF 0.007 PCC DRAINAGEAREA 51 - FLOWS TO DRAINAGE AREA 52 Filterra DMA Name DAIA Area (sf) Post-Project Sutface Type AC 0.087 AC Parking LS 0.005 Landscape ROOF 0.000 ROOF SW 0.006 PCC DRAINAGEAREA 52 - Filterra DAM Name DAM Areafsf) Post-Project Surface Type AC 0.084 AC Parking U 0.000 Landscape ROOF 0.000 ROOF SW 0.002 PCC DRAINAGEAREA 53- Filterra DAIA Name DAM Area (sf) Post-Project Surface Type AC 0.062 AC Parking U 0.010 Landscape ROOF 0.000 ROOF SW 0.011 PCC DRAINAGEAREA 54 - Filterra DAM Name DALA Area (sf) Post-Project Suiface Type AC 0.072 AC Parking LS 0.000 Landscape ROOF 0.000 ROOF SW 0.003 PCC DRAINAGEAREA 55 - Bioretention DAM DAM Post-Project Name Area(f) Sutface Type AC 0.056 AC Parking U 0.005 Landscape ROOF 0.000 ROOF SW 0.000 PCC Total 0.061 Q=CIA Percent Impervious Q= 0.4 cfs 36" X 36" Brooks Box 91.6% C= 0.85 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.08 ft Weir Control DRAINAGE AREA 56-Bioretention + Vault DMA DAM Post-Project Name Area (sf) Sutface Type AC 0.314 AC Parking U 0.009 Landscape UP 0.013 Pavers SW 0138 PCC Total 0.473 Q=CIA Percent Impervious Q= 3,1 cfs 36" X 36" Brooks Box 98,1% C= 0,89 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.32 ft Weir Control DRAINAGEAREA 57-Bioretention DMA DAM Post-Project Name Area (sf) Surface Type AC 0.062 AC Parking LS 0.001 Landscape ROOF 0.000 ROOF SW 0.006 PCC Total 0.069 Q=CIA Percent Impervious Q= 0.5 cfs 36" X 36" Brooks Box 98.8% C= 0.89 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.09 ft Weir Control DRAINAGEAREA 58 - Bioretention -(^(^tK i '^^z/t^ i DAIA DAM Post-Project Name Area (sf) Surface Type AC 0.290 AC Parking U 0.043 Landscape ROOF 0.000 ROOF SW 0.030 PCC Total 0.363 Q=CIA Percent Impervious 88.2% 2.2 cfs C= 0.84 1= 7.38 in/hr Comment: Two separate basins intercepting approximatelye 50% of runoff each. Q=50% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0.16 ft Weir Control DRAINAGEAREA 59 - Filterra DzVM Name DAM Area (sf) Post-Project Surface Type AC 0.513 AC Parking U 0.007 Landscape ROOF 0.000 ROOF SW 0.060 PCC DRAINAGEAREA 60-Filterra DAIA Name DAIA Area (sf) Post-Project Sutface Type AC 0.050 AC Parking U 0.011 Landscape ROOF 0.000 ROOF SW 0.000 PCC DRAINAGEAREA 61 - Bioretention DMA DAM Post-Project Name Area(sf) Surface Type AC 0.186 AC Parking .U 0.043 Landscape SW 0.019 PCC Total 0.249 Q=CIA Percent Impervious Q= 1.5 cfs 36" x 36" Brooks Box 82.5% C= 0.80 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.20 ft Weir Control DRAINAGEAREA 62 - Bioretention DAIA DAL4 Post-Project Name Area (sf) Sutface Type AC 0.231 AC Parking LS 0.391 Landscape ROOF 0.000 ROOF SW 0.009 PCC Total 0.399 Q=CIA Percent Impervious Q= 2.7 cfs 36" X 36" Brooks Box 100.0% C= 0,90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.29 ft Weir Control DRAINAGEAREA 63 - Bioretention DALA DAM Post-Project Name Area (sf) Sutface Type AC 0.000 AC Parking U 0.189 Landscape ROOF 0.082 ROOF SW 0.000 PCC Total 0.271 Q=CIA Percent Impervious Q= 1.5 cfs 36" X 36" Brooks Box 69.8% C= 0.73 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.20 ft Weir Control DRAINAGEAREA 64 - Bioretention DMA DMA Post-Project Name Area (sf) Sutface Type AC 0.092 AC Parking U 0.134 Landscape ROOF 0.141 ROOF SW 0.005 PCC Total 0.280 Q=CIA Percent Impervious Q= 1.3 cfs 36" X 36" Brooks Box 49,7% C= 0.62 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.18 ft Weir Control DRAINAGEAREA 65-Filterra DAM Name DAL4 Area(sf) Post-Project Surface Type AC 0.189 AC Parking U 0.020 Landscape SW 0.047 PCC DRAINAGEAREA 66-Bioretention DMA DMA Post-Project Name Area (sf) Surface Type AC 0.314 AC Parking LS 0.021 Landscape ROOF 0.102 ROOF SW 0.045 PCC Total 0.482 Q=CIA 95.6% C= O.i 7.38 in/hr Percent Impervious Q= 3.1 cfs Comment: Two separate basins intercepting approximatelye 50% of runoff each. Q=50% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0.20 ft Weir Control DRAINAGEAREA 67- Bioretention DAIA DMA Post-Project Name Area (sf) Sutface Type AC 0.290 AC Parking IS 0.053 Landscape ROOF 0.000 ROOF SW 0.004 PCC Total 0.346 Q=CIA 84.8% C= 0.82 1= 7.38 in/hr Percent Impervious Q= 2.1 cfs Comment: Two separate basins intercepting approximatelye 50% of runoff each. Q=50% 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0.16 ft Weir Control DRAINAGEAREA 68 - Bioretention DM4 DALA Post-Project Name Area (sf) Sutface Type AC 0.320 AC Parking U 0.021 Landscape ROOF 0.000 ROOF SW 0.018 PCC Total 0.360 Q=CIA Percent Impervious 94.1% C= 0.87 1= 7.38 in/hr Q= 2.3 cfs Comment: Two separate basins intercepting appro.ximatelye 33% and 66% of runoff each. Weir Control 36" X 36" Brooks Box Q33% Height of WSEL above Grate (50% CL)= 0.13 ft 36" X 36" Brooks Box Q66% Height of WSEL above Grate (50% CL)= 0.20 ft DRAINAGEAREA 69 - Bioretention DMA DAM Post-Project Name Area (sf) Sutface Type AC 0.000 AC Parking U 0.088 Landscape ROOF 0141 ROOF SW 0.046 PCC Total 0.275 Q=:CIA Percent Impervious Q= 1.3 cfs 36" X 36" Brooks Box 48.7% C= 0.62 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.18 ft Weir Control DRAINAGEAREA 70 - Bioretention DMA Name DAM Area (sf) Post-Project Sutface Type AC 1.354 AC Parking LS 0.227 Landscape ROOF 0.138 ROOF SW 0.350 PCC Total 0.714 Q=CIA Percent Impervious 80,7% 4,2 cfs C= 0.79 1= 7.38 in/hr 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= Has Type "F" Catch Basin as Overflow 0.39 ft DRAINAGEAREA 71 - Bioretention DAL4 Name DAM Area (sf) Post-Project Sutface Type AC 0.066 AC Parking U 0.045 Landscape ROOF 0.000 ROOF SW 0.020 PCC Total 0131 Q=CIA Percent Impervious 66,1% C= 0.71 1= 7 38 in/hr Q= 0.7 cfs 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)- 0 12 ft Weir Control DRAINAGEAREA 72 - Bioretention ' " ' DAM Name DMA Area (sf) Post-Project Sutface Type AC 0.078 AC Parking U 0.002 Landscape ROOF 0.000 ROOF SW 0.000 PCC Total 0.080 Q=CIA Percent Impervious 97.3% C= 0,89 |= 7 38 in/hr Q= 0,5 cfs 36" X 36" Brooks Box Height of WSEL above Grate (50% CL)= 0 10 ft Weir Control DRAINAGEAREA 73 - Bioretention DAM Dy\M Post-Profect Name Area (sf) Sutface Type AC 0.033 AC Parking LS 0.010 Landscape ROOF 0.000 ROOF SW 0.008 PCC Total 0.051 Q=CIA Percent Impervious Q= 0.3 cfs 36" X 36" Brooks Box 80.7% C= 0.79 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.07 ft Weir Control DRAINAGEAREA 74 - Bioretention DAM DAM Post-Project Name Area (sf) Sutface Type AC 0.000 AC Parking U 0.000 Landscape ROOF 0.092 ROOF SW 0.091 PCC Total 0.183 Q=CIA Percent Impervious Q= 1.2 cfs 36" X 36" Brooks Box 100,0°/ C= 0,90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.17 ft Weir Control DAM Name DAL4 Area (sf) Post-Project Sutface Type AC 0.000 AC Parking LS 0.000 Landscape ROOF 0.138 ROOF SW 0.081 PCC Total 0.220 Q=CIA Percent Impervious 100,0% Q= 1,5 cfs C= 0.90 36" X 36" Brooks Box DAM Name DAM Area (f) Post-Project Suiface Type AC 0.477 AC Parking LS 0.006 Landscape ROOF 1.166 ROOF SW 0.039 PCC Total 1.688 Q=CIA Percent Impervious Q= 11.2 cfs Type G-1 Catch Basin Type G-2 Catch Basin 99.6% C= 0.90 Height of WSEL above Grate (50% CL)= Height of WSEL above Grate (50% CL): 7.38 in/hr 0.87 ft 0.72 ft Weir Control Weir Control D^VM Name DAM Area (sf) Post-Project Surface Type AC 0.220 AC Parking U 0.068 Luindscape ROOF 0.102 ROOF SW 0.061 PCC Total 0.452 Q=CIA Percent Impervious 84.9% Q= 2.1 cfs 36" X 36" Brooks Box DAM Name DA£/1 Area (sf) Post-Project Sutface Type AC 0.340 AC Parking^ U 0.138 Landscape ROOF 0.000 ROOF SW 0.236 PCC Total 0.714 Q=CIA Percent Impervious 80.7% Q= 4.2 cfs C= 0.79 1= 7.38 in/hr Type"F" Catch Basin Height of WSEL above Grate (50% CL)= DRAINAGEAREA 80 - Filterra DAM DAM Post-Profect Name Area (sf) Sutface Type AC 0.282 AC Parking U 0.046 luindscape ROOF 0.040 ROOF SW 0.004 PCC DMA Name DMA Area(sf) Post-Project Suiface Type AC 0.286 AC Parking U 0.220 Landscape ROOF 0.000 ROOF SW 0.009 PCC Total 0.515 Q=CLA Percent Impervious 57.3% Q-2.5 cfs C=^ 0.66 DRAINAGEAREA 82-Filterra DAM DMA Post-Project Name Area (sf) Sutface Type AC 0.000 AC Parking LS 0.000 Landscape ROOF 0.041 ROOF SW 0.000 PCC Total 0.041 Q=CIA Percent Impervious Q= 0.3 cfs 36" X 36" Brooks Box 100.0% C= 0.90 1= 7.38 in/hr Height of WSEL above Grate (50% CL)= 0.06 ft Weir Control DRAINAGEAREA 83 - Filterra DAM Name DMA Ana(sf) Post-Project Surface Type AC 0.140 AC Parking U 0.045 landscape ROOF 0.000 ROOF SW 0.031 PCC DRAINAGEAREA 84 - Filterra DMA Name DAM Area (sf) Post-Project Surface Type AC 0.368 AC Parking U 0.000 Landscape ROOF 0.000 ROOF SW 0.000 PCC SECTION 8 APPENDIX SECTION 8 APPENDIX Addendum to the PreUminaty Hydrology Study for Villages of La Costa, The Ridges and The Oaks, Dated August 16, 2001 I Data: To: From: Subject: CC: MEMORANDUM April 1, 2003 Tim O'Grady Ton, Walker, Waier Resources Consultant a'iJStop'opotVu^^^^^^^ Dave Hammar Ray Martin W.O. 2352-06 Sr^^- ^'-'^ -era, Coches. This understanding is based on oufL^^T C^'^'no De Los can ZT e Visages Sf La ^os^ TH ^^dendum' to our can be summanzed as follows: most important points 1- A 48-inch stonn drain was ffp<!ir.noH of Camino De Los cS. Thfs sto^ ^a Costa Avenue upstream drai^n easement, and may not ^qt^^e oVrmiJ"'' ^1*"'" ^" existing s o landowner to improve the exis inn If! P®'T"'ssion of the underlyinq prepared by this office do not ir^c'f II^!"^he plans^ work has not yet been d^i^^-^^^^^^^^^ therefore the "Prelimlna(y Hydrology for Vlllag es Of La Costa, The Ridges The OaKs-revised es of La Costa, The Ridge & The Oaks.' dated April 25, 2001 -own <;i/20O] 7 I I T f'^^'^" "y 0-Day Consultants' '° "^^^'^ ^ Mrology report ?™p°ost^.iv^s?:.%XXeSr^^^^^ developed peak flows, SpecSSt^ sT™? "°' S'^^^^'han pre" Santa F.^,,,^ to drscl,aS'^ntoCu ^-11'^^^^^^^^ "^"^o Itiese systems were proposed to be exirnn^H '^^"'^^ site. Both of -.o.a,ned'=,nt.e;rrr:SrnaX^^^^^^ ''""'""""-"""'^"J'"-'"'.-.. 3-27-01 ,K I J HUNSAKER ^ASSOCIATES fo^glZLlFt 0 I £ C O, ENCINEERING SURVEYING ' N c. £xc IRVINE RIVERSIDE SAN DIECO ^ ilLlAGES OF UCOSTA THE RIDGE & THE OAKS •^WY HYDROLOGY STUDY «^ \ -.^/"^ for City of Carlsbad, California R«oi c . . Prepared for: Real Estate Co^^^^^^^ c/o Morrow Development ^ 1903 Wright Place Suite 180 Carlsbad, CA 92008 W.O. 2352-11 August 16, 2001 Revised October 23, 2001 Revised December 21 2001 1 DAVE HAMMER LEX WILUM/SN AUSA VIAIPANOO DANA SEGUIN /• 5anD.ego, CA 92121 '858) 558-4500 PH <858)SS3.MMf X •^Hun5jkerSO,com R^mond L.lviirtinTRCE^ Project Manager Hunsaker A Associates San Diego. Inc. ^RW:l(dmswofd\h:Veport3\2352\00 1\add\add-03,doc wo 2352-11 I i I I I I I f" r 1 1^ I THE VILLAGES OF LA COSTA DEVELOPED CONDIUON HYDROLOGY HYDROGRAPH PARAMETERS (^CountyHydrolo^Manualsn<,NOAA«a„ III 100-YR 2.90 4,00 s,05 0.73 1,32 ,.72 j^l mm 'ac) OPEN SPACE -M^^ MED. RESID. •22:2J(avg) COMMERCIAL IOFALAREA"" TOTALAREA- 0.071 sq. mi. TOTAL AREA. 0.252 3q. mL ^•^^^^^^^^^Sm^SW (-. = 0.2S. Where S » lOCO/CN -10) 0.33 Inchea 0.30 inches l^ftS (from Rational Method results) f3UB1 1 lag Tea ' 0.8 X To SUB2 J 1 Nan-owleaf chapan-al f 13.3 min. • H.Qmin. 1 0.18 hrs. "I 'ag = 0.8 X Tc = Tc = 18.8 min. 15.0 min. ,0.25 hrs. H:.ExcaU1859/10;hydro«r3p», parametar^/dev-l a/14/2001 i i I ) THE VILLAGES OF LA COSTA DEVELOPED CONDITION HYDROLOGY HYDROGRAPH PARAMETERS ™^ (^m county Hydrology Manual and NOAA AM III 100-YR °-37 0.73 1.32 1.72 2.01 2.30 4.00 5.05 ^^Smmm (fr-n county Hydro/ogy Manual) AHbA SOIL ON OPENSPACE^ win; m MED. RESID " ° 0 0 rOTALAREA TOTAL AREA =. 0.134 sq.mL AHbA SOIL CN 8.2 D" 86 102.4 D ftfl 1081 rg9](avg) OPEN SPACE ^ MEORESia l? Q J(avg) TOTAL AREA TOTAL AREA^ 0.170 sq.mL ™^«-^SaiRASIIQM 0. = 0.2S. Where S = IOOO/CN -10) SUB3 ] = 0.33 Inchea (from Rational Methoci results) |SUB3 ] 18.8 min. 3UB4 j " 0.28 inches Tc: lag = 0.8 X Tc: 15.0 min. 0.25 hrs. 1 Narrowleaf chapan-al l3Ua4 ] 15,2 min. '"9 = 0-8xTc=ri2T;;i];;: _Q.20 hrs. J H:7excal/l859/10/hydrogr3ph parameterVdev-2 a/14/2001 I ^ r«iiBv 1.... r THE V^LAGES OF LA COSTA HYDROGRAPH PARAMETERS ™^ '^-"''"^-o.M»..3ndNOAAAM ' __Freq. 100-YR ~=—-2i£: L2-hf. 24.hr «r 0,73 ,,32 ,,72 2,01 2 90^1 4.00 5.05 TOTAL AREA. 0.063 sq. ml. ^^*^^^^^^^SIS^ = 0-23. Where S.1000/CN-10) TOTAL AREA. 0.108 sq. ml. '»' 0.31 inchea ^ (from Rational Method results) ,^ n« "'"c =• 23^min. 'ag = 0.8 X Tc =[ 1 Nanrowleaf chapa/rai -ri9.1 min.'"l =L 0.32 hrs. "] ' 0.22 inches Tc 14.1 min. '^^'^•'"rc-rm^ 0.19 hrs. •] a/14/2001 I I HEC-HMS ^ . Project: UCoaUOtki , , 3 B"la Model: U CoaU I I ) ^iAJnctfon.f ^ Camlno Da Los Cochaa ll/ - a- HMS * Summary o£ Ra.uit, »roj.ot I Zm coata o«ka ) Start of Run Sod oC Kua « OUaaOO OOOO Baaia itodal « OlJ«oo 2400 Ji,t. Modal —ion ,^ . ^33^ ^^^^^ iiydroloffla llaaaat 9uhbaala-l R«aoh-l 9ubbaala-2 9ubbaaia-3 <7uaotloa-X aubbuia-4 •7unotloa-3 Raaoh-3 3u^baala-7 3ubbaala-i •«iao o« Los cooha* Olachargt ?aak (afa) 92.000 n.899 a«».35 150.OS 531.10 530.as aif.so 73«.33 734.3« <4.S31 790.30 131.«7 SOS.33 Tiaa of PaaJt 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 12ia 1210 1210 1210 1210 1210 1213 1210 1210 1221 1219 12ia 1234 ^ Coata i«j;;_100- 0*ka - dar. y« 24-hr Coatrol I Voluaa Draiaaga (aa Araa gt) (aq al) 13.009 0.071 12.SIO 0.071 47.404 o.aoa 24.303 0.134 •4.993 0.497 54.104 0.497 32.193 0.170 117.74 0.037 117.Sl 0.«a7 12.114 0.003 129.80 0.090 22.219 0.100 isa.oo 0.790 17-5 i i i f i i Coch.. • woscrox 9p«ca I Coabxol l CoMputad lasulta '-=ieL£l?!«5;Li^^ n.t./,i« • 01 ^ 00 i2x. ) proiact . X* coata Oaka ^ ^ , , Start of Rua , oiJaaOO OOOO «a4 of Rua , ouaaoo a400 ««cutloa Tlaa , isjuigoi 1330 Baala itodal ''•t. Modal Ceatrol Opaoa i Control 1 « ta Coata Oaka - dar. « tc ' lOO-yr, 4-hr Bydrolosla >l«Mat Subbaaia-1 Xaaoh-l Subbaala-2 Subbaala-3 J^uotloa-l Xaaoh-a Suhbaala-4 <7unatlaa-3 Raaoh-3 9ubbaaiB-7 >7UBatloa-a 9uhbaaia-0 . »alno Oa z,om Coohai Diaoharga Paak (ofa) 71.33a 71.177 229.20 119.99 410.19 419.30 170.20 501.09 579.07 sa.io9 431.19 139.00 490.00 Tiaa of Paak 01 Jaa 00 01 Jaa 00 01 Jia 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 0313 0310 0317 0317 0317 0319 0314 0317 0319 0331 0319 0313 0333 Voluaa Oralaaga (aa Araa tt) («q ai) 5.7370 0.071 5.7374 0.071 21.393 0.393 10.139 0.134 37.999 0.497 37.990 0.497 15.039 0.170 53.904 0.037 53.903 0.037 9.5007 0.003 50.043 0.090 10.S07 0.100 49.330 0.790 (V-7 Bxa . auaaary of R.wlta for c«lno o« Loa Cochaa ^ »roJ,«t , L, co«. Ck. tua , ^ , Start Oi au, . ow„flo OOOO ...1. «od.l . La Co.ta Ck. - ^.^ .01,«00 240, . rc. XOO..,. ..^ *-««tio. ,1,. . 15*«,01 133. c«t«l ^^.JT^^^', " • Ccavutad X««ults I r.tr,'"';.':™, i total XniXo. . ..c-.t, ,..k .to«„ . X.30a4,„.,t, total Outno. . „.a30 (.«..t, axa^tlo. . a,x.,.,,„ ) w. a I I I I I I i i I i i I i I I I I I I J HEC-HMS Project: U CooU Oaka » , ^ ^o»x«ua»« Basin Model: U Coat* b??ach-fj^J^bbasln-4 ^Subbaain-r JvC' ft^fc;^ = yUyHeservolf-a Baach^ Junctlon-2 Camino De Los Coches BMS * Summary of Raaulti start of Rua tad of Rua Xxaoutloa Tlaa Project t La Coata Oaka Rua Saaa i Rua 9 1^4«a A M a m ^ ^ m. ^ ^ t OlJaaOO oooo I OlJaaOO 2400 t ISXugOl 0050 Baaia Modal t ta Coata caka - dat. Jtot. Modal I LC - XOO-yr, 24-hr Control Spaca i Control 1 Ry^rologlo llaBMat Sufabaala-1 Raaarroir-l Raaoh-l Subbaala-2 Subbaaia-3 Juaotlco-l Xaaah-3 9ubbaaia-4 Raaarroir-a Xaaah-3 Subbaala-7 JUBotloa-a , tubba.la-l amino Oa Loa Coohai olaoharga 9aak (ofa) 92.000 30.071 30.071 209.39 150.09 457.17 457.03 219.00 495.20 499.14 44.031 533.74 151.07 519.90 Tiaa of Vaak 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 1213 1347 1351 1310 1310 1310 1310 1313 1337 1339 1331 1330 1313 1334 Voluaa (ao «t) 13.009 13.997 13.973 47.404 34.503 84.940 54.000 33.893 117.91 117.37 13.184 139.58 23.319 131.78 Orainage Araa (aq ai) 0.071 0.071 0.071 0.393 0.134 0.497 0.457 0.170 0.037 0.837 0.083 0.890 0.100 0.790 I I I HMS • Summary o£ Raaulta r ir I I i i i Proj aot I ta Coata Oaka „. Rua Kaaa i Rua lo Hydrologio llaaaat Subbaala-1 Roaarvoir-l Raaoh-l Subbaaia-3 Subbaala-3 Juaotioo-l Raaoh-a Subbaala-4 R«aarvoir-a Raaoh-3 9ubbaaia-7 Juaation-3 Subbaaia-8 y«alno Da toa Cochai ) Oiaohargs Paak (ofa) 71.333 19.009 19.009 339.28 119.99 381.33 341.18 170.20 450.04 459.90 53.109 500.30 139.80 540.90 Tlaa of Paak 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 01 Jaa 00 0313 0349 0349 0317 0317 0317 0319 0314 0334 0330 0331 0339 0313 0331 Voluaa (aa ft) 5.7370 5.7370 5.7303 21.393 10.839 37.900 37.983 15.039 33.987 53.988 5.8807 50.848 10.587 49.233 Drainaga Araa (aqal) 0.071 0.071 0.071 0.293 0.134 0.497 0.497 0.170 0.837 0.837 0.083 0.890 0.100 0.790 I'/ . f / ) ana • Suaaaxy of Raaulta for Caaiao Oa toa Cochaa »roj.ot . t. coata Oak. «ua , a«a«« o< >»a , oijaaoo OOOO ...ia aodax • U Coata Oak. - <ut ««»*o««a- ..Oij«.oo J400 a.t. aodu . M - xoo-y,, 34.,^ «««mtiaa Tii.. . 13*^1 i04i Ccatrol »p.c. . coat«a X Ca^ut*4 KaauXt. «.n-, 15..,. «„ti-. „5.»,,., '^'•^(-•f-i. 4- -2. a> ca 2 2 o w 600 •g 400 o u. 200- -> I 1 r T 1 . r -T—r 01Jan2000 HEC HMS Storage EIe V a t ion i n fIow fies a r vo i r-2 Baain: La Coata Oaka Run: Run « Tlma: 16Aug01. 0«:S7 dal BMa • Suanary of Raaulta for RaaarToir-3 rrojMt I La Coat. Oak. tua XaM I aua > ) start o< au. . oiJ^iOO 0000 Ba.la ao.i.1 , t. co.ta Oak. - dat. «n- of ku. . oiJaaOO 3400 Mat. aodaX . M - XOO-y,, J4-hr iMCtttio. Tlaa , xskugoi X04X Ceatrol 9p««. . coatwl X Coovutad Xamlta . 442.29 (Of., cata/^a. ot XafXc . OX ^ 00 X«8 P«k 0«t«o- . 4„.„ («,., B.ta/,la. 08 o«t«o. . OX 00 12« total lafXow . XX7.7a («|.ft) Paak .tor.,, . 4.m7(«|.ft) TotaX 0.t£Xo. . X17.5X (ac-ft) ,..k aXaratioa . 29f..0(£t) ) CO O U. 7 ^'^^^oo^^^^^^'Z^^^ 01Jan2000 HEC HMS Storage EIe va t ion inflow Rese r Vo i r - i Baeln: La Coala Oaka - dal Hun: Run 8 j Tlma: ISAugOl, 0«:67 Hxa * ihaanary of Rawilta for Raaarvolr-1 trojaot , u coata Oak. ton Sam i • Staxt Of *« . oxja.00 OOOO laai. .odl ,^ ^oata Oak. - dat *-08au. .0X0^.00 2400 aat. aoaax . u: - lOO-yr, ai-hr X«^tio. ,1a. . i5aa,oi 104X Coat«X Spac. . CootroX X CoBvatad XaauXta , ,2.000 (Of., o.t.;,i« 08 ,aak XnfXo. . oX 00 X2Xa cutnc . ao..,x (Of., ,^ , ^^^^ ^*l InfXo, . xs.oos (ao-ft, ,..k .t«r.„ . 2.S44X(.c.ft, rotaX Cu.r.^ . ,^ ^^^^^ ^ ^^^^^^ (7- 700 600- 500- « 400 o O 300 200 100 4 6 Storaga (acre-feet) 8 10 HEC HMS Storage vs. Ou t f Io w Rese rvo i ::U»^ - DATti 08-14-JOOl PILS OATXi 01-14-3001 FIL« NAMIi LSC0CHS3 rmh CULVBST ANALVSia HY-a, VBS3I0a s.l c 1 u ] 31X1 DATA CULVTOT SHAPI, 1 ^ OUTLST CULVBIT BAJUUU.S V BLW. 8LSV. LENOTH SHAPI 39AM RISI (et) («t) (tt) MATBXIAL (tt) (et) ^ 1 239.09 317.30 150.01 1 RCB 10.00 3.30 4 s 1 * 1 n • 014 nt* aJUVBUTIOtlAL iir Of cuLVEax FLOHS (c«a) rxLii Lscoaua DATli Oa.l4-200l .KV (Jt) TOTAL 1 3 J s XOAONAY .KV (Jt) 3 1 s < XOAONAY ITK 339.00 0.0 0 .0 0 . 0 0 9 0 .0 0.0 0.0 9.00 0 '».74 SO 0 0 .0 0 0 0 9 0 .0 0.0 9.0 0 .09 0 V* 130 0 0 9 0 .0 0.9 0 .0 0.0 0.0 0 .00 9 Z«9 ISO 0 0 0 0 0 0 9 0 .0 0.0 0.0 0.09 9 343.74 240 0 0 0 0 0 9 9 0 0 0.0 9.0 0.00 9 344.99 300 0 0 0 9 0 0 9 0 0 0.0 0.0 0.00 9 346.51 3 60 0 0 9 0 0 0 0 0 0 0.0 9.0 O.OO 0 34«.33 430 0 0 0 0 0 0 9 0 0 0.0 0.0 0.09 9 350.31 475 0 0 0 0 0 0. 9 0 0 0.0 0.9 0 .09 9 353.10 540 0 0 0 0 0 0. 0 0 0 0.9 0.0 9 .00 0 356.00 600. 0 0 9 0. 0 0. 0 0 0 0.0 9.0 O.OO 9 . 0 . 00 0. 0 0. 9 0. 0 0. 9 0. 0 0.0 0.0 OVSRTOPPIMa svfWAur or ITSRATIVB SOLUTIO* aawoiia ?iia, LSCOCHSS DATBl 08-14-2091 HSAO SLSV (ft) 23J.00 340.74 241.74 342.69 343.74 344.99 346.51 34«.33 . 3 30.31 ) 353.10 356.00 HEAD 0.099 0. 009 0.009 0.009 0.009 0.000 0.009 0.000 0.000 0.009 0 . 000 TOTXL PU3I* (atai 0. OO SO. OO 130.OO 190.00 340.OO 300.00 360.00 430.00 475.00 540.00 SOO.00 FLOW SJWOR (cJ») 0.00 0.00 0.09 0.09 9 . 00 0 . 09 0.00 0.00 0 . 00 0.00 0 . 00 % FLOW 0.09 0.09 0.90 0.09 0.00 0. 90 9.00 O.OO 0.00 0. OO 0 00 ll. rOLEHAKCK (ft) . 0.010 <2> TOLSaAi(C« (•) . l.OOO Si'. 0 I, Soo ch .DATSi 08-14-3001 DI3 csAaai TLOM (cfl) HEAD- INLrr OOTLST WATa COKTBOL COimOL rWll HORHW. caiT. OUTLCT TH OUTLST BLSV. DBPTH D8PTH TYPI DSPTH D3PTH D3PTK DBPTH VIL. 0.09 60.00 130.00 130.00 340.00 300.00 360.00 430.00 475.00 540.00 600.00 339.00 340.74 341.74 343.69 341.74 344.99 24(.S1 349.13 250.31 293.10 25C.0O 0.00 1.74 3.74 1.69 4.74 S.99 7.51 9.33 11.11 0.00 0-NP 1.74 lS3a 2-74 1-S3a 1-69 5-S]n «.74 S-SJn 5-99 S-S3n 7.51 S-33n 6.99 <-S2n a.19 (-92a 14-10 10.31 C-S3a 17.00 13.31 S-SlA 0.00 0.73 1.13 1.4( 1.77 3.0( 3.33 3.60 3.11 1.10 l.SO 0.00 1.04 1.6S 3.1C 3.63 3.04 3.43 1.50 1.50 l.SO l.SO 0.00 0.64 l.OS 1.51 1.S7 3.19 3.SI 3.80 1.05 1.37 1.40 0.00 0.91 I.IS 1.73 3.01 3.11 3.54 3.79 3.99 1.31 1.41 0.00 9.17 11.43 11.89 13.83 11.69 14.13 15.00 15.S7 IS.51 17.69 5.3S 2.41 3.10 1.57 1.91 4.23 4.48 4.70 4.89 5.09 5.3* £T« DATA CULVSHT INVERT INLET STATIOH INLBT BLXVATION OUTLBT STATIOH OUTLST BLBVATIOH !«™BBa OP BARRELS 3L0P« (V/H) CULVBRT LJWQTH ALONO SLOP! ISO.00 et 239.00 ft 0.00 ft 337.30 ft 1 0.0113 150.01 ft CULVSRT DATA 31JT«1AR» 3ARRBL 3HAPB 3ARR2I, SPAM aXHHSL Risa BAilRgL .MATERIAL BAJJRBL .MANNINO'S n IW1.3T TYPI aox 10.00 ft 3.59 ft CONCRgTI 0.014 COMVBHTIOMAL rSLET 3D08 AJTO WALL 3<3UAR« gDO« (9 DEO. PLASg) I.VLST 0SPRBS8I0M ;iOMI DATKt 08-14-3001 TIMHi 31i3Ci39 3 PtLI DATI. 08-14-3001 PILI VMM, LSCOCHBa TAILMATBH REGULAI CHAMMBL CROSS SKCTIOH •• BOTTOM WIDTH SIDl SLOPl H/V (Xll) CHAHMKl SLOPH V/H (ft/ft) MANHIMO'S a (.01-0.1) CHAHMHL INVBIT BLBVATIOH CULVBRT MO.l OOTLBT IHVSHT BLBVATIOH 3S.00 ft 2.5 0.023 0.080 217.10 ft 217.10 ft UH17CHH PU3H HATI1K3 CUSVH POI D0NN9TRBAN CHANKIL PLOM N.S.H. FROUOl DBPTH VIL. 3HBAI (Cfl) (ft) NUMBD (ft) (f/e) (pat) 0.00 237.10 0 .503 0.00 S.2S 4.68 60.90 218.21 0 .449 0.91 2.43 1.25 120.00 218.64 0 • 4«9 1.38 1.10 1.87 130.90 219.02 0 479 1.72 3.57 2.17 240.00 319.11 0 488 2.01 1.91 3.79 ' ; 53 319.61 0 490 2.31 4.23 1.17 00 219.36 0 491 2.5S 4.48 3.51 t 30 240.09 0 496 2.79 4.70 3.81 17.5.09 240.29 0. 498 2.99 4.89 4.11 •j'. 30 240.51 0. 500 3.21 5.99 4.41 3V )0 240.71 0. 502 3.41 5.2< 4.68 ROADWAY OVBRTOPPIHO DATA I aOADHAY 3URPAC1 EMaAlllWEIlT TOP WIDTH ••• USER DBPINBD HOACWAY PROFILl CROSS-SBCTIOM X y COORD. NO. ft ft 1 0.00 3S3 .20 2 339.00 3S0 .00 3 415.00 356 . 10 4 S40.OO 3S9 00 5 720.00 3S1 so PAVBO 30.00 ft \/-7 I i y a^uRB'nrr DATBI 08-14-2001 .TIMti 21il9il7 PILH DATHi 98-14-2001 PILX NAMBi LSCOCHSS l^UKKAR' FHWA CULVBRT AHALYSIS !IY-8, VBR3I0H S.l SITl OATA IHLST BLBV. (ft) 239.00 OUTLBT CULVBRT BLSV. LSHOTH (ft) (ft) 317.10 150.01 CULVBRT SHAPI, MATBHIAL. IMLIT BARHBL3 SHAPI HATBHIAL I RCB SPAH HISl MAMHua IMLBT (ft) (ft) n TYPI 10.00 l.SO .014 COMVIKTIOHAL Y OP CULVBRT PL0W8 (cfa) FILIi LSCOCHB. DATBl 08-14-2901 'RV (ft) TOTAL 1 2 J 258.90 2 4 5 s ROADWAY ITH 258.90 600.0 0.0 0.9 0 .0 0 .0 0.0 0.0 0.00 0 '56.3 J 607.5 0.0 9.0 0 .0 0 .0 0.0 0.0 0.09 0 "V 615.0 0.0 0.0 0 .0 0 .0 0.0 0.0 0.90 0 622.5 0.0 9.0 0 .0 0 .0 0.0 0.0 0.99 0 357 ^ 610.0 0.0 9.0 0 0 0 0 0.0 0.0 0.00 0 357 617.5 0.0 9.9 0 0 0 0 0.0 0.0 0.09 0 355 645.0 0.0 9.9 0 0 0 0 0.0 0.0 0.09 9. 254. , 650.0 0.0 9.0 0 0 0 0 9.0 0.0 9.99 9 359.30 669.0 9.0 0.9 0 0 0 0 9.0 0.0 0.99 9 259.62 £67.5 9.0 9.0 0. 0 0. 0 0.0 0.0 9.09 9 260.05 675.0 9.0 9.0 0. 0 0. 0 0.0 0.0 9.09 9 9.00 0.0 9.0 9.0 0. 0 0. 0 0.0 0.0 OVRXTOPPIMQ Sl^TWARY OP ITERATIVB 30LUTI0H SHRORS PILB. L3C0CHH8 HZAD HSAO TOTAL PLOW EL2V (ft) SMOU (ft) PLOW (cfi) ERROR 35(.00 0.000 600.09 9 , 99 356.38 0 .000 697.59 9.99 356.77 9.000 615.09 9 . 09 257.16 9 .000 632.59 9.09 357.56 9 .000 639.00 9 . 90 357.96 9 .000 637.50 0.00 258.37 9 .000 645.00 9.00 358.SS 9.000 650.00 9 .90 259.20 0 .000 660.00 0.00 359.'«2 0 . 000 S67.50 0.00 250.OS 0 .000 S75.00 0 00 DATBl 08-14-2001 » FLOW •) ERROR 0.00 9.00 O.OO 0 . 00 9.00 0.00 9.00 0. 00 0. 09 0.09 9.00 1» TOLERANCB (ft) > 0.019 <2. rOLSRANCl (!) . l.OOO I DATBl 08-14-2001 TIMBi 21119:17 FILB DATBl 08-14-3001 FILB NAMIi LSCOCHSS I PERPORMAHCB CURVB FOR CULVgRT I - l( 10.00 (ft) BY 1.50 (ft)) RCB I I I i i 1 013- HEAD- IMLBT OUTLBT CHAHOl WATBH COHTROL COMTROL PLOM NORMAL CRIT. OUTLST TH OUTLBT TH FU:H BLBV. DBPTH DBPTH TTPB DBPTH DBPTH DBPTH DBPTH VBL. VSL <«^) (ft) (ft) (fpa) ,fp.; 600.00 607.50 615.90 633.50 610.00 617.50 649.00 650.90 660.90 6S7.50 675.90 3SS.00 358.18 358.77 257.18 257.SS 257.98 258.17 258.65 259.20 259.63 260.05 17.00 17.18 17.77 18.18 18.58 18.9S 19.17 19.65 20.20 20.63 21.05 13.11 13 .57 13.84 11.11 11.3i 11.69 14.09 14.39 14.61 14.91 15.34 i-S3a <-S3n (-S3D <-33n (-33a 4-S3a 4-S3a 4-S3a 4-S3n 4-S3a 4-S3n l.SO l.SO l.SO l.SO 1.50 l.SO 1.50 1.50 l.SO 1.50 l.SO 3.50 1.50 1.50 1.50 1.50 1.50 l.SO l.SO 1.50 1.50 1.50 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.40 1.41 1.43 1.45 1.48 l.SO 1.53 1.S4 1.58 1.59 1.61 1.61 17.6S 17.87 18.09 18.11 18.51 18.75 18.97 19.13 19.41 19.Sl 19.85 S.3S 5.38 5.30 $.33 5.34 5.35 5.37 5.39 5.41 S.41 5.45 Sl. Inlat faca invart 339 Bl. lnl«t throat Invart 0. 00 ft Bl. outlat invart 237.30 ft 00 ft Sl. Inlat craat 0.00 ft r i I i' I I I I I I "A ,JITH DATA CULVERT DJVSHT IMLST STATIOM IMLBT BLBVATIOH OUTLBT STATIOH OUTLBT ELSVATIOM muBSR OP BARRELS 3L0PB (V/H) CULVERT LENGTH ALOMO SLOPS 150.90 ft 239.00 ft 0.00 ft 237.30 ft 1 9.0113 150.01 ft ' CULVERT DATA SUMMARY 3ARRSL SHAPB SAXRBL SPAM 3AJU13L RISa 8ARRSL MATERIAL BARREL MAXMINO'S n IMLST TYPB I.VLST EOGB AND WALL I.VLST DSPRBSSIOM aox 10.00 et 1.50 ft COKCRSTB 9.014 COMVQJTIONAL SgUARB SOCB savM (0 DEXI. FLARB) VILUGES OF LA COSTA ^ ^ /c ^^^^^ • STORAGE - DISCHARGE DATA DETENTION BASIN AT CAMINO DE LOS COCHES 239.0 240.0 241.0 241.0 242.0 242.2 243.0 243.2 244.0 244.2 245.0 245.2 248.0 248.4 247.0 247.8 248.0 248.7 249.0 250.0 261.0 251.2 252.0 253.0 253.2 254.0 255.0 0.00 0.012 0.02 0.04 0.05 0.08 0.07 0.09 0.11 0.12 0.14 0.16 0.28 0.40 0.52 0.64 0.74 0.00 0.01 0.02 0.03 0.04 0.05 0.07 0.08 0.10 0.12 0.13 0.15 0.22 0.34 0.46 0.58 0.69 U.OO 0.01 0.02 0.05 0.10 0.15 0.22 0.29 0.39 0.51 0.64 0.79 1.01 1.35 1.81 2.39 3.08 0.00 37 74 75 138 150 212 225 287 300 359 375 423 450 481 525 534 570 581 624 666 875 704 741 750 775 807 \I-2 I •n I I I I li i t I i I VILUGES OF U COSTA DETENTION BASIN AT CAMINO DE LOS C^s 239.0 240.0 240.8 241.0 241.9 242.0 242.9 243.0 244,0 244.0 244.3 245.0 245.1 246.0 248.1 247.0 247.1 248.0 248.2 249.0 250.0 251.0 251.7 252.0 253.0 253.6 254.0 255.0 255.9 256.0 257.0 257.8 258.0 258.7 259.0 259.8 260.0 0.00 0.01 0.02 I 0.02 0.04 0.07 0.11 0.03 0.05 0.04 0.06 0.05 0.07 0.09 0.08 0.10 0.00 0.01 0.02 0.05 0.10 0.15 0.22 0.29 0.39 0.12 0.12 0.51 0.14 0.16 0.28 0.13 0.15 0.22 0.64 0.79 1.01 0.40 0.52 0.34 1 0.48 1.35 1.81 0.64 0.74 j 0.58 0.69 2.39 3.08 0.91 1.08 0.33 1.00 3.91 4.90 1.25 1.17 6.07 1.42 1.34 7.40 1.59 1 4.01 8.91 infat modified with metal plate to lO-foot by 3.5-feot V-4 DATBl 08-14-2001 TIHBi 21il9:17 FILB DATBl 08-14-2001 FILI MAMBi L3C0CH83 TAILHATBX .tEOULAX CRAMMBL CROSS SBCTIOH ••••••• BOTTOM MIDTH SIDl SLOPl H/V (Xll) CHAMNBL SLOPl V/H (ft/ft) MANHIMO'S a (.01-0.1) CHANNBL I.MVBRT BLBVATIOH CULVBHT MO.l OUTLBT IMVBRT BLBVATIOH 35.OO ft 3.5 0.033 0.080 337.30 ft 337.30 ft UMIP0RJ4 PLOW RATIMO CUIVI FOH DCWM8TRBAII CHAMMH. PLOM H.3.H. FROUDS OSPTH VBL. SHBAH (Cfa) (ft) NUMBBR (ft) (f/a) (pat) 600.00 340.71 0.503 3.41 5.38 4.68 607.50 240.71 0.503 3.43 5.38 4.71 615.00 240.75 0.502 3.45 5.30 4.74 633.50 240.78 0.502 3.48 5.33 4.77 630.00 240.30 O.SO] 3.50 5.34 4.80 637.50 240.83 0.593 3.53 5.35 4.84 645.00 240.85 0.503 3.54 5.37 4.87 650.00 240.38 O.S93 3.58 5.39 4.89 660.00 240.89 0.503 3.59 5.41 4.91 667.50 240.91 0.503 3.61 5.43 4.98 675.00 240.91 0.504 3.63 5.45 4.99 — ROADHAY OVBRTOPPIHO OATA ROADWAY 3UHPAC1 2MBANKMEMT TOP WIDTH U3EB DBPINSD ROADHAY PHOFILB CROSS-SSCTIOM COORD. NO. 1 2 3 4 5 X Y ft ft 0 .00 343 . 39 320 .00 240 .00 435 .00 2SS .19 S40 .00 2S0 90 720 .00 361 59 PAVBO 39.90 ft I I ;f=NGU^bHOf-WORKASOFy Pom R. • ^ McGa 3088 PIO PICO mil I III , , II 'll'""' ^'"M r( lll'l TELEPHONEJiW^.rW=4§S7^^ ^PRIVATE CONTRACT CITY OF CARLq-RAn • MISION ESTANCIA ^^0^^..'/) APPR oVeo I OWN BY CHKO 8Y (nELO BY ^ ^ •CITY EMfiiNccff PROJECT IMO. JOB NO.Z5?6_ ) TQPQ/f M2^ FUl eeo \-m CULVERV NO a eeo / PLAN ^^^^^ ' U^-^ ^ iu .1*. 6"^ 1 C^^/sr/A/<^^ see C£FT '—rr:— • - 11 / •1 ENGINEER qp WORK SECTION 8 APPENDIX Two 72 inch RCPs with Metal Plate and Two 72 inch RCPs without Metal Plate Depth vs Storage vs Discharge Elev (ft) Stage (ft) Storage (ac-ft) Outlet Q (cfs) 239.0 0.0 0 0.0 240.0 1.0 0.01 32.1 241.0 2.0 0.02 92.5 242.0 3.0 0.05 157.1 243.0 4.0 0.1 213.3 244.0 5.0 0.15 262.9 245.0 6.0 0.22 302.8 246.0 7.0 0.29 337.6 247.0 8.0 0.39 369.4 248.0 9.0 0.51 398.8 249.0 10.0 0.64 425.8 250.0 11.0 0.79 450.2 251.0 12.0 1.01 473.4 252.0 13.0 1.35 495.4 253.0 14.0 1.81 516.6 254.0 15.0 2.39 536.8 255.0 16.0 3.08 556.5 256.0 17.0 3.91 575.3 257.0 18.0 4.9 593.5 258.0 19.0 6.07 612.2 l:\001017\_Commercial\Stormwater\Drainage\EXISTING 72INCH PIPES\HY- 8-HEADWATER ********************************************************* HYDRAULICS ELEMENTS - II PROGRAM PACKAGE STORAGE BASIN HYDROGRAPH ROUTING MODEL *********************************************************** (c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1423 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TWO 72" PIPE CULVERT WITH STEEL PLATE * * * * * *****************************************************-**JrJHt:^*************** FILE NAME: LCTSEXDT.DAT TIME/DATE OF STUDY: 17:08 08/15/2014 ENTERED INFORMATION: TOTAL NUMBER OF INFLOW HYDROGRAPH INTERVALS = 96 CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 15.000 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 ENTERED INFLOW HYDROGRAPH ORDINATES(CFS): *INTERVAL FLOW * INTERVAL FLOW * INTERVAL FLOW * * NUMBER (CFS) * NUMBER (CFS) * NUMBER (CFS) * * 1 3. 00* 2 3. 00* 3 3. 50* * 4 4. 00* 5 4. 50* 6 5. 00* * 7 5. 50* 8 6. 00* 9 6. 50* * 10 7. 00* 11 7. 50* 12 8. 00* * 13 8 . 50* 14 9. 00* 15 9. 50* * 16 10. 00* 17 10. 50* 18 11. 00* * 19 11. 50* 20 12. 00* 21 12. 50* * 22 13. 00* 23 13. 50* 24 14. 00* * 25 14. 50* 26 15. 00* 27 22. 50* * 28 30. 00* 29 32. 50* 30 35. 00* * 31 37. 50* 32 40. 00* 33 44. 50* * 34 49. 00* 35 53. 50* 36 58. 00* * 37 66. 00* 38 74. 00* 39 82. 00* * 40 90. 00* 41 94 . 00* 42 98. 00* * 43 101. 50* 44 105. 00* 45 131. 50* * 46 158 . 00* 47 408 . 50* 48 675. 00* * 49 547 . 00* 50 435. 00* 51 325. 00* * 52 215. 00* 53 199. 00* 54 183. 00* * 55 166. 50* 56 150. 00* 57 145. 00* * 58 140. 00* 59 135. 00* 60 130. 00* * 61 122.50* 62 115.00* 63 : 107.50* * 64 100.00* 65 97.50* 66 : 95.00* * 67 92.50* 68 90.00* 69 : 86.50* * 70 83.00* 71 79.00* 72 75.00* * 73 69.00* 74 63.00* 75 56.50* * 76 50.00* 77 48.50* 78 47.00* * 79 45.00* 80 43.00* 81 42.50* * 82 42.00* 83 41.00* 84 40.00* * 85 39.50* 86 39.00* 87 38.00* * 88 37.00* 89 36.50* 90 36.00* * 91 35.50* 92 35.00* 93 34.50* * 94 34.00* 95 33.50* 96 33.00* ======= ================ ===== ================= ==== = = = = = = = === = =: = = =: DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 20 *BASIN-DEPTH STORAGE * (FEET) (ACRE-FEET) * 0.000 0.000 2.000 4.000 6. 000 8.000 10.000 12.000 14.000 16.000 18.000 0.020 0.100 0.220 0.390 0. 640 1.010 1.810 3.080 4. 900 OUTFLOW (CFS) ** 0.000** 92.500** 213.300** 302.800** 369.400** 425.800** 473.400** 516.600** 556.500** 593.500** BASIN-DEPTH STORAGE (FEET) (ACRE-FEET) 1. 3, 5 , 7, 9, 11, 000 000 000 000 000 000 13.000 15.000 17.000 19.000 0.010 0.050 0.150 0.290 0.510 0.790 1.350 2.369 3. 910 6.070 OUTFLOW * (CFS) * 32.100* 157.100* 262.900* 337.600* 398.800* 450.200* 495.400* 536.800* 575.300* 612.200* *********************************;^,****J,J,*^^J^.^J,^^^J^^^^J^^^J^^^^^^J^J^^^^^^^^^^^^^^ INITIAL BASIN DEPTH(FEET) 0 00 INITIAL BASIN STORAGE(ACRE -FEET) = 0.00 INITIAL BASIN OUTFLOW(CFS) = 0.00 BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL NUMBER 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 {S-0*DT/2} (ACRE-FEET) 0.00000 -0.32161 -0.93558 -1.57293 -2.10351 -2.56591 -2.90810 -3.19760 -3.42612 -3.60983 -3.75876 -3.86083 -3.88050 -3.76777 -3.52678 {S+0*DT/2} (ACRE-FEET) 0.00000 0.34161 0.97558 1.67293 2.30351 2.86591 3.34810 3.77760 4.20612 4.62983 5.03876 5.44083 5.90050 6.46777 7.14678 16 17 18 19 20 -3.17645 -2.66897 -2.03318 -1.23120 -0.25438 7.91445 8.82897 9.85318 11.03120 12.39438 WHERE S=ST0RAGE(AF);0=0UTFL0W(AF/MIN.);DT=UNIT(MIN.) *UNIT-HYDROGRAPH STORAGE-BASIN ROUTING* NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. GRAPH NOTATION: "I"=MEAN UNIT INFLOW; "0"=OUTFLOW AT GIVEN TIME TIME INFLOW OUTFLOW (HOURS) (CFS) (CFS) 0.25 3.00 5.82 [BASIN DEPTH(FEET) = 0.50 3.00 0.34 [BASIN DEPTH(FEET) = 0.75 3.50 6.47 [BASIN DEPTH(FEET) = 1.00 4.00 1.67 [BASIN DEPTH(FEET) = 1.25 4.50 7.16 [BASIN DEPTH(FEET) = 1.50 5.00 2.96 [BASIN DEPTH(FEET) = 1.75 5.50 7.89 [BASIN DEPTH(FEET) = 2.00 6.00 4.22 [BASIN DEPTH(FEET) = 2.25 6.50 8.64 [BASIN DEPTH(FEET) = 2.50 7.00 5.45 [BASIN DEPTH(FEET) = 2.75 7.50 9.43 [BASIN DEPTH(FEET) = 3.00 8.00 6.66 [BASIN DEPTH(FEET) = 3.25 8.50 10.24 [BASIN DEPTH(FEET) = 3.50 9.00 7.84 [BASIN DEPTH(FEET) = 3.75 9.50 11.07 [BASIN DEPTH(FEET) = 4.00 10.00 9.00 [BASIN DEPTH(FEET) = 4.25 10.50 11.92 STORAGE (ACRE-FT) 0. 0.002 0 0.18] 0.000 0 0.01] 0.002 0 0.20] 0.001 0 0.05] 0.002 0 0.22] 0.001 0 0.09] 0.002 0 0.25] 0.001 0 0.13] 0.003 O 0.27] 0.002 0 0.17] 0.003 O 0.29] 0.002 O 0.21] 0.003 O 0.32] 0.002 O 0.24] 0.003 0 0.34] 0.003 0 0.28] 0.004 O 169 338 506 675 , [BASIN DEPTH(FEET) = 0.37] 4.50 11.00 10.14 0.003 0 [BASIN DEPTH(FEET) = 0.32] 4.75 11.50 12.78 0.004 0 [BASIN DEPTH(FEET) = 0.40] 5.00 12.00 11.26 0.004 0 [BASIN DEPTH(FEET) = 0.35] 5.25 12.50 13.66 0.004 0 [BASIN DEPTH(FEET) = 0.43] 5.50 13.00 12.37 0.004 0 [BASIN DEPTH(FEET) = 0.39] 5.75 13.50 14.56 0.005 0 [BASIN DEPTH(FEET) = 0.45] 6.00 14.00 13.47 0.004 0 [BASIN DEPTH(FEET) = 0.42] 6.25 14.50 15.47 0.005 0 [BASIN DEPTH(FEET) = 0.48] 6.50 15.00 14.56 0.005 0 [BASIN DEPTH(FEET) = 0.45] 6.75 22.50 29.97 0.009 .0 [BASIN DEPTH(FEET) = 0.93] 7.00 30.00 30.02 0.009 .0 [BASIN DEPTH(FEET) = 0.94] 7.25 32.50 34.87 0.010 .0 [BASIN DEPTH(FEET) = 1.05] 7.50 35.00 35.13 0.011 .0 [BASIN DEPTH(FEET) = 1.05] 7.75 37.50 39.80 0.011 .0 [BASIN DEPTH(FEET) = 1.13] 8.00 40.00 40.20 0.011 .0 [BASIN DEPTH(FEET) = 1.13] 8.25 44.50 48.67 0.013 . O [BASIN DEPTH(FEET) = 1.27] 8.50 49.00 49.32 0.013 . 0 [BASIN DEPTH(FEET) = 1.29] 8.75 53.50 57.55 0.014 . 0 [BASIN DEPTH(FEET) = 1.42] 9.00 58.00 58.44 0.014 . 0 [BASIN DEPTH(FEET) = 1.44] 9.25 66.00 73.32 0.017 . 0 [BASIN DEPTH(FEET) = 1.68] 9.50 74.00 74.66 0.017 . O [BASIN DEPTH(FEET) = 1.70] 9.75 82.00 89.11 0.019 . 10 [BASIN DEPTH(FEET) = 1.94] 10.00 90.00 90.86 0.020 . O [BASIN DEPTH(FEET) = 1.97] 10.25 94.00 96.92 0.022 . O [BASIN DEPTH(FEET) = 2.07] 10.50 98.00 98.99 0.023 . 0 [BASIN DEPTH(FEET) = 2.10] 10.75 101.50 103.79 0,025 . 0 [BASIN DEPTH(FEET) = 2.17] 11.00 105.00 106.10 0.026 . 10 [BASIN DEPTH(FEET) = 2.21] 11.25 131.50 154.71 0.049 [BASIN DEPTH(FEET) = 2.96] 11.50 158.00 160.86 0.053 [BASIN DEPTH(FEET) = 3.07] 11.75 408.50 506.76 1.597 [BASIN DEPTH(FEET) = 13.54] 12.00 675.00 582. [BASIN DEPTH(FEET) 32 4.292 17.39] 10. O. 0 12.25 547.00 570.25 3.687 . [BASIN DEPTH(FEET) = 16.73] 12.50 435.00 505.26 1.564 . [BASIN DEPTH(FEET) = 13.47] 12.75 325.00 278.89 0.178 . [BASIN DEPTH(FEET) = 5.40] 13.00 215.00 163.00 0.055 . 0. I [BASIN DEPTH(FEET) = 3.10] 13.25 199.00 229.13 0.116 . .10 [BASIN DEPTH(FEET) = 4.32] 13.50 183.00 143.85 0.044 . 0 I [BASIN DEPTH(FEET) = 2.79] 13.75 166.50 186.06 0.076 . 10 [BASIN DEPTH(FEET) = 3.52] 14.00 150.00 118.19 0.032 . 0 I. [BASIN DEPTH(FEET) = 2.40] 14.25 145.00 169.04 0.061 . I O [BASIN DEPTH(FEET) = 3.21] 14.50 140.00 113.93 0.030 . 01 [BASIN DEPTH(FEET) = 2.33] 14.75 135.00 154.26 0.049 . 10. [BASIN DEPTH(FEET) = 2.96] 15.00 130.00 107.83 0.027 . 01 [BASIN DEPTH(FEET) = 2.24] 15.25 122.50 135.91 0.040 . 10 [BASIN DEPTH(FEET) = 2.67] 15.50 115.00 95.89 0.022 . 01 [BASIN DEPTH(FEET) = 2.05] 15.75 107.50 118.11 0.032 . 0 [BASIN DEPTH(FEET) = 2.40] 16.00 100.00 83.19 0.018 . 01 [BASIN DEPTH(FEET) = 1.85] 16.25 97.50 110.84 0.029 . 10 [BASIN DEPTH(FEET) = 2.28] 16.50 95.00 80.19 0.018 . 01 [BASIN DEPTH(FEET) = 1.80] 16.75 92.50 104.10 0.025 . 0 [BASIN DEPTH(FEET) = 2.18] 17.00 90.00 76.68 0.017 . 01 [BASIN DEPTH(FEET) = 1.74] 17.25 86.50 95.91 0.022 . 0 [BASIN DEPTH(FEET) = 2.05] 17.50 83.00 70.59 0.016 . 0 [BASIN DEPTH(FEET) = 1.64] 17.75 79.00 87.14 0.019 . 10 0 ,1 0 I O. 0 I, [BASIN DEPTH(FEET) = 1.91] 18.00 75.00 63.24 0.015 . 01 [BASIN DEPTH(FEET) = 1.52] 18.25 69.00 74.58 0.017 . O [BASIN DEPTH(FEET) = 1.70] 18.50 63.00 51.79 0.013 . 0 [BASIN DEPTH(FEET) = 1.33] 18.75 56.50 61.06 0.015 . 0 [BASIN DEPTH(FEET) = 1.48] 19.00 50.00 39.28 0.011 .01 [BASIN DEPTH(FEET) = 1.12] 19.25 48.50 57.43 0.014 . 0 [BASIN DEPTH(FEET) = 1.42] 19.50 47.00 36.90 0.011 .01 [BASIN DEPTH{FEET) = 1.08] 19.75 45.00 52.84 0.013 . 0 [BASIN DEPTH(FEET) = 1.34] 20.00 43.00 33.47 0.010 .01 [BASIN DEPTH(FEET) = 1.02] 20.25 42.50 51.25 0.013 . 0 [BASIN DEPTH(FEET) = 1.32] 20.50 42.00 33.05 0.010 .0 [BASIN DEPTH(FEET) = 1.02] 20.75 41.00 48.70 0.013 .10 [BASIN DEPTH(FEET) = 1.27] 21.00 40.00 31.58 0.010 .0 [BASIN DEPTH(FEET) = 0.98] 21.25 39.50 47.16 0.012 .10 [BASIN DEPTH(FEET) = 1.25] 21.50 39.00 31.11 0.010 .0 [BASIN DEPTH(FEET) = 0.97] 21.75 38.00 44.66 0.012 .10 [BASIN DEPTH(FEET) = 1.21] 22.00 37.00 29.61 0.009 .0 [BASIN DEPTH(FEET) = 0.92] 22.25 36.50 43.13 0.012 .10 [BASIN DEPTH(FEET) = 1.18] 22.50 36.00 29.13 0.009 .0 [BASIN DEPTH(FEET) = 0.91] 22.75 35.50 41.62 0.012 .0 [BASIN DEPTH(FEET) = 1.16] 23.00 35.00 28.63 0.009 .0 [BASIN DEPTH(FEET) = 0.89] 23.25 34.50 40.13 0.011 .0 [BASIN DEPTH(FEET) = 1.13] 23.50 34.00 28.11 0.009 .0 [BASIN DEPTH(FEET) = 0.88] 23.75 33.50 38.66 0.011 .0 [BASIN DEPTH(FEET) = 1.11] 24.00 33.00 27.58 0.009 .0 [BASIN DEPTH(FEET) = 0.86] TWO 72" RCPs WITH METAL PLATE HY-8 Culvert Analysis Report Project Notes Project Title: Designer: Project Date:Friday, August 15, 2014 Notes: Project Units: U.S. Customary Units Outlet Control Option: Profiles Exit Loss Option: Standard IVIethod Crossing Notes: Crossing Discharge Data Discharge Selection Methoci: User Defined Table 1 - Summary of Culvert Flows at Crossing: CDLC Headwater Elevation (ft) Total Discharge (cfs) 3.2 HIGH OPENING Discharge (cfs) Roadway Discharge (cfs) Iterations 238.90 0.00 0.00 0.00 1 240.10 35.00 35.00 0.00 1 240.54 63.40 63.40 0.00 1 240.73 75.00 75.00 0.00 1 241.53 126.80 126.80 0.00 1 241.66 136.00 136.00 0.00 1 242.57 190.20 190.20 0.00 1 242.71 198.00 198.00 0.00 1 243.82 253.60 253.60 0.00 1 243.83 254.00 254.00 0.00 1 244.20 270.00 270.00 0.00 1 244.97 300.00 300.00 0.00 1 245.13 306.40 306.40 0.00 1 246.16 341.00 341.00 0.00 1 246.21 342.80 342.80 0.00 1 247.31 377.00 377.00 0.00 1 247.43 380.40 380.40 0.00 1 248.46 410.00 410.00 0.00 1 248.68 415.60 415.60 0.00 1 249.66 440.00 440.00 0.00 1 250.82 467.00 467.00 0.00 1 251.96 492.00 492.00 0.00 1 252.68 507.20 507.20 0.00 1 253.05 515.00 515.00 0.00 1 254.20 538.00 538.00 0.00 1 254.82 550.00 550.00 0.00 1 255.29 559.00 559.00 0.00 1 256.42 580.00 580.00 0.00 1 257.40 597.60 597.60 0.00 1 257.54 600.00 600.00 0.00 1 258.42 619.00 615.30 3.60 7 258.25 612.39 612.39 0.00 Overtopping Rating Curve Plot for Crossing: CDLC Total Rating Curve Crossing: CDLC 200 300 400 Total Discharge (cfs) 500 600 Culvert Notes: 3.2 HIGH OPENING Table 2 - Culvert Summary Table: 3.2 HIGH OPENING Total Disctiarge (cfs) Culvert Discfiarge (cfs) Headwater Elevation (ft) Inlet Control Deptti (ft) Outlet Control Deptti (ft) Flow Type Normal Depth (ft) Critical Deptti (ft) Outlet Oepth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0.00 0.00 238.90 0.000 0.000 0-NF 0,000 0,000 0,000 0,000 0,000 0,000 35.00 35.00 240.10 1.204 0,0* 1-S2n 0,880 1,106 0.880 0,659 6,946 1,993 63.40 63.40 240.54 1.641 0.145 1-S2n 1,173 1,499 1,173 0.936 8.281 2.476 75.00 75.00 240.73 1.833 0,336 1-S2n 1,273 1,631 1,273 1.034 8.697 2,630 126.80 126.80 241.53 2.635 1,217 1-S2n 1,656 2,130 1,656 1.406 10.104 3,164 136.00 136.00 241.66 2.764 1,385 1-S2n 1,715 2,210 1,751 1.464 10.021 3,241 190.20 190.20 242.57 3.671 2,735 5-S2n 2,040 2,633 2,083 1.778 11.010 3,633 198.00 198.00 242.71 3.814 2,874 5-S2n 2,083 2,689 2,134 1.820 11.087 3,682 253.60 253.60 243.82 4,918 3,975 5-S2n 2,378 3,059 2,449 2.098 11.795 3,998 254.00 254.00 243.83 4.926 3,983 5-S2n 2,380 3,062 2,451 2.099 11,799 4,000 270.00 270.00 244.20 5.297 4,340 5-S2n 2,461 3,164 2,538 2.174 11,976 4,081 300.00 300.00 244.97 6.069 4,982 5-S2n 2,610 3,200 2,694 2.309 12,303 4,223 306.40 306.40 245.13 6.234 5.123 5-S2n 2,641 3,200 2,728 2.336 12,360 4,252 341.00 341.00 246.16 7.258 5,940 5-S2n 2,806 3,200 2,889 2.483 12,761 4.402 342.80 342.80 246.21 7.313 5,985 5-S2n 2,814 3,200 2.898 2,490 12,779 4,409 377.00 377.00 247.31 8.409 6.882 5-S2n 2,972 3,200 3,195 2,628 12,907 4,545 380.40 380.40 247.43 8.527 6,976 5-S2n 2,988 3,200 3,195 2,641 13,023 4,558 410.00 410.00 248.46 9.561 7,829 6-FFc 3,200 3,200 3,200 2.755 14,036 4.668 415.60 415.60 248.68 9.775 7,998 6-FFc 3.200 3,200 3,200 2.776 14,228 4,688 440.00 440.00 249.66 10763 8,759 6-FFc 3.200 3,200 3,200 2.866 15,063 4,773 467.00 467.00 250.82 11.922 9,652 6-FFc 3.200 3,200 3,200 2.963 15,988 4,863 492.00 492.00 251.96 13.057 10,526 6-FFc 3,200 3,200 3,200 3.051 16,844 4,942 507.20 507.20 252.68 13.776 11,080 6-FFc 3.200 3,200 3,200 3.103 17,364 4,990 515.00 515.00 253.05 14.153 11,371 6-FFc 3,200 3,200 3,200 3.130 17,631 5,013 538.00 538.00 254.20 15.300 12.254 6-FFc 3,200 3,200 3.200 3,207 18,419 5,082 550.00 550.00 254.82 15.918 12.730 6-FFc 3,200 3,200 3,200 3.246 18,829 5,116 559.00 559.00 255.29 16.390 13,094 6-FFc 3,200 3.200 3.200 3,276 19.137 5,142 580.00 580.00 256.42 17.522 14,009 4-FFf 3,200 3,200 3,200 3,343 19,856 5.201 597.60 597.60 257.40 18.503 14,821 4-FFf 3,200 3,200 3,200 3,399 20,459 5,248 600.00 600.00 257.54 18.639 14,933 4-FFf 3.200 3,200 3,200 3,407 20,541 5.255 619.00 615.30 258.42 19.519 15,671 4-FFf 3.200 3,200 3,200 3,466 21,065 5.305 Full Flow Headwater elevation is below inlet invert. straight Culvert Inlet Elevation (invert): 238.90 ft, Outlet Elevation (invert): 237,40 ft Culvert Lengtti: 155.01 ft, Culvert Slope: 0,0097 Culvert Performance Curve Plot: 3.2 HIGH OPENING Performance Curve Cuh-eft 3.2 fflGH OPENING 100 200 300 400 500 600 Total Discharge (cfs) Water Surface Profile Plot for Culvert: 3.2 HIGH OPENING Crossing - CDLC, Design Discharge - 619.0 cfs CtiK'ert - 3.2 fflGH OPENING, Cukert Discharge - 6!5.3 cfs 265 ^ 150 200 Station (ft) 250 300 Site Data - 3.2 HIGH OPENING Site Data Option: Culvert Invert Data Inlet Station: 100.00 ft Inlet Elevation; 238.90 ft Outlet Station: 255.00 ft Outlet Elevation: 237.40 ft Number of Barrels: 2 Culvert Data Summary - 3.2 HIGH OPENING Barrel Shape: User Defined Barrel Span: 6.00 ft Barrel Rise: 3.20 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0140 (top and sides) Manning's n: 0.0140 (bottom) Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE Table 3 - Downstream Channel Rating Curve (Crossing: CDLC) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number 0.00 237.30 0.00 0.00 0.00 0.00 35.00 237.96 0.66 1.99 0.90 0.45 63.40 238.24 0.94 2.48 1.29 0.47 75.00 238.33 1.03 2.63 1.42 0.48 126.80 238.71 1.41 3.16 1.93 0.50 136.00 238.76 1.46 3.24 2.01 0.50 190.20 239.08 1.78 3.63 2.44 0.52 198.00 239.12 1.82 3.68 2.50 0.52 253.60 239.40 2.10 4.00 2.88 0.53 254.00 239.40 2.10 4.00 2.88 0.53 270.00 239.47 2.17 4.08 2.98 0.53 300.00 239.61 2.31 4.22 3.17 0.53 306.40 239.64 2.34 4.25 3.21 0.53 341.00 239.78 2.48 4.40 3.41 0.54 342.80 239.79 2.49 4.41 3.42 0.54 377.00 239.93 2.63 4.54 3.61 0.54 380.40 239.94 2.64 4.56 3.63 0.54 410.00 240.05 2.75 4.67 3.78 0.55 415.60 240.08 2.78 4.69 3.81 0.55 440.00 240.17 2.87 4.77 3.93 0.55 467.00 240.26 2.96 4.86 4.07 0.55 492.00 240.35 3.05 4.94 4.19 0.55 507.20 240.40 3.10 4.99 4.26 0.56 515.00 240.43 3.13 5.01 4.30 0.56 538.00 240.51 3.21 5.08 4.40 0.56 550.00 240.55 3.25 5.12 4.46 0.56 559.00 240.58 3.28 5.14 4.50 0.56 580.00 240.64 3.34 5.20 4.59 0.56 597.60 240.70 3.40 5.25 4.67 0.56 600.Q0 240.71 3.41 5.25 4.68 0.56 619.00 240.77 3.47 5.31 4.76 0.56 Tailwater Channel Data - CDLC Tailwater Channel Option: Trapezoidal Channel Bottom Width: 25.00 ft Side Slope (H:V): 2.50 (_:1) Channel Slope: 0.0220 Channel Manning's n: 0.0800 Channel Invert Elevation: 237.30 ft Tailwater Rating Curve Plot for Crossing: CDLC Downstream Channel Rating Curve 2410 240.5 ^240.0 c o 1 239.5 lii 2 239.0 m » 238.5 i 238.0 2375 300 400 Discfiarge (cfs) Roadway Data for Crossing: CDLC Roadway Profile Shape: Irregular Roadway Shape (coordinates) Roadway Surface: Paved Roadway Top Width: 84.00 ft TWO 72" RCPs W/O METAL PLATE HY-8 Culvert Analysis Report Project Notes Project Title: Designer: Project Date:Monday, August 18, 2014 Notes: Project Units: U.S. Customary Units Outlet Control Option: Profiles Exit Loss Option: Standard Method Crossing Notes: Crossing Discharge Data Discharge Selection Method: User Defined Table 1 - Summary of Culvert Flows at Crossing: Crossing 1 Headwater Elevation (ft) Total Discharge (cfs) TWO 72" PIPES W/O METAL PLATE Discharge (cfs) Roadway Discharge (cfs) Iterations 238.90 0.00 0.00 0.00 1 240.38 35.00 35.00 0.00 1 240.92 63.40 63.40 0.00 1 241.10 75.00 75.00 0.00 1 241.81 126.80 126.80 0.00 1 241.93 136.00 136.00 0.00 1 242.65 190.20 190.20 0.00 1 242.75 198.00 198.00 0.00 1 243,38 253.60 253.60 0.00 1 243.38 254.00 254.00 0.00 1 243.55 270.00 270.00 0.00 1 243.87 300.00 300.00 0.00 1 243.93 306.40 306.40 0.00 1 244.29 341.00 341.00 0.00 1 244.31 342.80 342.80 0.00 1 244.66 377.00 377.00 0.00 1 244.70 380.40 380.40 0.00 1 245.01 410.00 410.00 0.00 1 245.07 415.60 415.60 0.00 1 245.34 440.00 440.00 0.00 1 245.64 467.00 467.00 0.00 1 245.93 492.00 492.00 0.00 1 246.12 507.20 507.20 0.00 1 246.21 515.00 515.00 0.00 1 246.51 538.00 538.00 0.00 1 246.66 550.00 550.00 0.00 1 246.78 559.00 559.00 0.00 1 247.07 580.00 580.00 0.00 1 247.32 597.60 597.60 0.00 1 247,35 600.00 600.00 0.00 1 247.63 619.00 619.00 0.00 1 258.25 1108.72 1108.72 0.00 Overtopping Rating Curve Plot for Crossing: Crossing 1 Total Rating Curve Crossing: Crossing 1 238 0 I I I I I I I I I I I I 200 400 600 800 Total Discharge (cfs) tooo 1200 Culvert Notes: TWO 72" PIPES W/O METAL PLATE Table 2 - Culvert Summary Table: TWO 72" PIPES W/O METAL PLATE Total Disctiarge (cfs) Culvert Discfiarge (cfs) Headwater Elevation (ft) Inlet Control Depth (ft) Outlet Control Deptfi (ft) Flow Type Normal Deptti (ft) Critical Depth (ft) Outlet Depth (ft) Tailwater Depth (ft) Outlet Velocity (ft/s) Tailwater Velocity (ft/s) 0,00 0,00 238,90 0.000 0,000 0-NF 0,000 0,000 0,000 0,000 0,000 0,000 35,00 35,00 240,38 1,481 0,0* 1-S2n 0,863 1,091 0.863 0,659 6,968 1,993 63,40 63,40 240,92 2,018 0,022 1-S2n 1,160 1,482 1,160 0,936 8,265 2,476 75.00 75,00 241,10 2,204 0,169 1-S2n . 1,257 1,614 1,269 1,034 8.587 2,630 126,80 126,80 241,81 2,914 0,775 1-S2n 1,639 2,118 1,639 1,406 10,121 3,164 136,00 136,00 241,93 3,031 0,878 1-S2n 1.699 2,198 1,736 1,464 10,023 3,241 190,20 190,20 242,65 3.751 1,472 1-S2n 2,023 2,619 2,068 1,778 11.005 3,633 198,00 198,00 242.75 3,846 1,559 1-S2n 2,066 2.676 2,120 1,820 11,084 3,682 253,60 253,60 243,38 4,479 2,174 1-S2n 2.361 3.045 2,433 2,098 11,790 3,998 254,00 254,00 243,38 4,483 2,179 1-S2n 2,363 3,048 2,435 2.099 11,795 4,000 270,00 270,00 243,55 4.655 2,357 1-S2n 2,443 3,144 2.520 2.174 11,978 4,081 300,00 300,00 243,87 4.969 2,702 1-S2n 2,590 3,322 2.672 2,309 12,320 4.223 306,40 306,40 243,93 5,035 2,776 1-S2n 2,620 3,359 2,706 2,336 12,378 4,252 341,00 341.00 244,29 5,390 3,190 1-S2n 2,784 3,553 2,883 2,483 12,692 4,402 342,80 342,80 244,31 5,408 3,212 1-S2n 2,793 3.563 2,891 2,490 12,709 4,409 377,00 377,00 244,66 5,761 3,635 1-S2n 2.951 3,746 3,057 2,628 13,021 4,545 380,40 380,40 244,70 5,796 3,678 1-S2n 2,967 3,763 3,073 2,641 13,051 4,558 410,00 410,00 245,01 6,109 4,055 5-S2n 3.101 3,912 3,212 2,755 13,303 4,668 415,60 415,60 245,07 6,169 4,127 5-S2n 3,127 3,939 3,239 2,776 13,348 4,688 440.00 440,00 245,34 6,435 4,448 5-S2n 3,237 4,056 3,354 2,866 13,535 4,773 467,00 467,00 245,64 6,740 4,812 5-S2n 3,358 4,180 3,479 2,963 13,737 4.863 492,00 492,00 245,93 7.033 5,158 5-S2n 3,470 4,292 3,594 3,051 13,918 4,942 507,20 507,20 246,12 7,218 5,372 5-S2n 3,539 4,357 3,664 3.103 14,019 4,990 515.00 515,00 246,21 7,314 5,487 5-S2n 3.574 4,394 3,700 3,130 14,073 5,013 538,00 538,00 246,51 7,606 5,819 5-S2n 3.678 4,490 3,806 3,207 14,224 5,082 550,00 550,00 246,66 7,763 6,726 5-S2n 3,733 4,538 3,861 3,246 14,300 5,116 559,00 559,00 246,78 7,883 6,842 5-S2n 3.774 4,574 3,902 3,276 14,356 5,142 580,00 580.00 247,07 8,170 7,116 5-S2n 3,870 4,656 3,997 3,343 14.497 5,201 597,60 597,60 247,32 8,420 7,352 5-S2n 3,953 4,722 4,076 3,399 14,610 5,248 600,00 600,00 247,35 8,454 7,385 5-S2n 3,964 4,731 4,087 3,407 14,622 5,255 619,00 619,00 247,63 8,734 7,646 5-S2n 4,054 4,800 4,177 3,466 14,733 5,305 * Full Flow Headwater elevation is below inlet invert. straight Culvert Inlet Elevation (invert): 238,90 ft, Outlet Elevation (invert): 237.40 ft Culvert Length: 155.01 ft, Culvert Slope: 0.0097 *********it***********'k**'k*************ii*'k*'k'kir*'*'k-k'lt'k**^^ Culvert Performance Curve Plot: TWO 72" PIPES W/O METAL PLATE x^255- c o lo > OJ UJ t_ ro TJ ro I 250- 245- 240- Performance Curve Culvert TWO 72" P.IPES W/O METAL PLATE a: !nlet Control Elev Outlet Control Elev 200 400 600 800 Total Discharge (cfs) tooo 1200 Water Surface Profile Plot for Culvert: TWO 72" PIPES W/O METAL PLATE Crossing - Crossing 1, Design Discharge - 619.0 cfs Cuh'sl - TWO 72" PIPES W/O KIET.AL PLATE, Culvert Discharge - 619.0 cfs 2654 260 255 c o is 2 50 > Hi 245-1 240- 50 I I I llll llll I I I 100 150 200 Station (ft) 250 300 Site Data - TWO 72" PIPES W/O METAL PLATE Site Data Option: Culvert Invert Data Inlet Station: 100.00 ft Inlet Elevation: 238.90 ft Outlet Station: 255.00 ft Outlet Elevation: 237.40 ft Number of Barrels: 2 Culvert Data Summary - TWO 72" PIPES W/O METAL PLATE Barrel Shape: Circular Barrel Diameter: 6.00 ft Barrel Material: Concrete Embedment: 0.00 in Barrel Manning's n: 0.0140 Culvert Type: Straight Inlet Configuration: Square Edge with Headwall Inlet Depression: NONE Table 3 - Downstream Channel Rating Curve (Crossing: Crossing 1) Flow (cfs) Water Surface Elev (ft) Depth (ft) Velocity (ft/s) Shear (psf) Froude Number 0.00 237.30 0.00 0.00 0.00 0.00 35.00 237.96 0.66 1.99 0.90 0.45 63.40 238.24 0.94 2.48 1.29 0.47 75.00 238.33 1.03 2.63 1.42 0.48 126.80 238.71 1.41 3.16 1.93 0.50 136.00 238.76 1.46 3.24 2.01 0.50 190.20 239.08 1.78 3.63 2.44 0.52 198.00 239.12 1.82 3.68 2.50 0.52 253.60 239.40 2.10 4.00 2.88 0.53 254.00 239.40 2.10 4.00 2.88 0.53 270.00 239.47 2.17 4.08 2.98 0.53 300.00 239.61 2.31 4.22 3.17 0.53 306.40 239.64 2.34 4.25 3.21 0.53 341.00 239.78 2.48 4.40 3.41 0.54 342.80 239.79 2.49 4.41 3.42 0.54 377.00 239.93 2.63 4.54 3.61 0.54 380.40 239.94 2.64 4.56 3.63 0.54 410.00 240.05 2.75 4.67 3.78 0.55 415.60 240.08 2.78 4.69 3.81 0.55 440.00 240.17 2.87 4.77 3.93 0.55 467.00 240.26 2.96 4.86 4.07 0.55 492.00 240.35 3.05 4.94 4.19 0.55 507.20 240.40 3.10 4.99 4.26 0.56 515.00 240.43 3.13 5.01 4.30 0.56 538.00 240.51 3.21 5.08 4.40 0.56 550.00 240.55 3.25 5.12 4.46 0.56 559.00 240.58 3.28 5.14 4.50 0.56 580.00 240.64 3.34 5.20 4.59 0.56 597.60 240.70 3.40 5.25 4.67 0.56 600.00 240.71 3.41 5.25 4.68 0.56 619.00 240.77 3.47 5.31 4.76 0.56 Tailwater Channel Data - Crossing 1 Tailwater Channel Option: Trapezoidal Channel Bottom Width: 25.00 ft Side Slope (H:V): 2.50 (_:1) Channel Slope: 0.0220 Channel Manning's n: 0.0800 Channel Invert Elevation: 237.30 ft Tailwater Rating Curve Plot for Crossing: Crossing 1 Downstream Channel Rating Curve 242.0-: 241.5 ^241.0-{ c I 240.5-1 > m 240.0-|: i 239.5-t m 239.0 1 I 238.54 I I I ' ' ' J L T 0 200 400 600 800 Discharge (cfs) 1000 1200 Roadway Data for Crossing: Crossing 1 Roadway Profile Shape: Irregular Roadway Shape (coordinates) Roadway Surface: Paved Roadway Top Width: 84.00 ft Outlet Control Computations 62 HY-8 Flow Types The foUowing table describe.s the various flow types used by HY-8: Flow Type I Flow Control Submerged Inlet . Submerged Outlet Length Full 1 Flow Regime Outlet Depth 1 niet No So NONE S2n •Jormal Inlet No No NONE Sit Tailwater Inlet No Yes Part Sif Full 1 Inlet No No NONE JSlt Jump to Tailwater 1 Inlet No Yes Most JSlf Jump to Full 5 Inlet Yes No NONE S2n Normal 5 Inlet Yes No NONE Sit Tailwater 5 Inlet Yes Yes Part Sif FuU 5 Inlet Yes No NONE JSlt Jump to Tailwater 5 Inlet Yes Yes Part JSlf Jump to Full 2 Outlet No No NONE M2c Critical 3 Outlet No No NONE MU Tailwater 3 Outlet No No NONE M2t Tailwater 3 Outlet No Yes Part Mlf Full 4 Outlet Yes Yes All FFf Full 6 Outlet Yes No Most FFt Tailwater 6 Outlet Yes No Most FFc Critical 7 Outlet Yes No Part MU Tailwater 7 Outlet Yes No Part M2t Tailwater Outlet Yes No Part M2c Critical WISIMAN + ROHY STRUaURAL ENGINEERS BY BAH "^/!M PROJICT Ul5 SHEET NO. ^ Of ^ JOB NO. <*> E=>£:fr5 MoT i*v^ —if TZZI3> 4