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HomeMy WebLinkAboutCT 15-05; Quarry Creek Planning Area R3; Drainage FINAL Report; 2016-01-21. u z -PLANNING ENGINEERING SURVEYING Final Drainage Report (CT 15-051 PUD 15-13) QUARRY CREEK PLANNING AREA R-3 City of Carlsbad, CA County of San Diego PREPARED FOR: PRESIDIO CORNERSTONE QC, LLC 4365 EXECUTIVE DRIVE, SUITE 600 SAN DIEGO, CA 92121 PREPARED BY: SB&O, INC. 3990 RUFFIN ROAD, SUITE 120 SAN DIEGO, CA 92123 (858) 560-1141 8NI~33NI8N3 .lN3V\JdOl3/\30 ON\fl SB&O JOB NO. 71470.60 9WZ L I 83.:1 G:IAI 3 :J :Ill: . u z -PLANNING ENGINEERING SURVEYING Final Drainage Report (CT 15-051 PUD 15-13) QUARRY CREEK PLANNING AREA R-3 City of Carlsbad, CA County of San Diego PREPARED FOR: PRESIDIO CORNERSTONE QC, LLC 4365 EXECUTIVE DRIVE, SUITE 600 SAN DIEGO, CA 92121 PREPARED BY: SB&O, INC. 3990 RUFFIN ROAD, SUITE 120 SAN DIEGO, CA 92123 (858) 560-1141 SB&O JOB NO. 71470.60 SB&D~ PLANNING ENGINEERING SURVEYING TABLE OF CONTENTS Vicinity Map 1. Scope of Repo1i .................................................................................................................... 1 2. Off-site Public Storm Drain System .................................................................................... 1 3. Project Description .............................................................................................................. 1 4. Pre-Development Conditions ............................................................................................... 2 5. Post-Development Conditions ............................................................................................. 2 6. Hydrology ............................................................................................................................ 2 6.1 Design Criteria ......................................................................................................................................... 2 6.2 Soils ........................................................................................................................................................... 3 6.3 Runoff Coefficient (C-Factors) ................................................................................................................. 3 6.4 CivilDesign Hydrology Software .............................................................................................................. 3 6.5 Results ........................................................................................................................................................ 3 7. Inlet and Curb Calculations ................................................................................................. 3 8. Detention .............................................................................................................................. 4 9. Hydromodification ............................................................................................................... 4 10. Hydraulic Analysis .............................................................................................................. 5 11. Conclusion ............................................................................................................................ 5 Drainage Maps (Existing, Proposed, and DMA) .......................................................... Map Pockets EXHIBITS A. CivilD Analyses (Existing Conditions from Project Design Consultants master report) B. CivilD Analyses (Proposed Conditions) C. Inlet Sizing Calculations D. Hydraulic Calculations APPENDICES San Diego County June 2003 Hydrology Manual References D:\71472 Quarry Creek\Reports\Hydrology\20151028, R3, Final Drainage Report· Copy.docx i SB&D~ PLANNING ENGINEERING SURVEYING EL CAMINO COUNTRY CLUB Vlk!NITY J,(AP NOT TO SCALE THOMAS BROTHERS PC. 110~ GRID A-2 2006 EDITION D:\71472 Quarry Creek\Reports\Hydrology\20151 028, R3, Final Drainage Report-Copy.docx SIT£ SB&D~ PLANNING ENGINEERING SURVEYING 1. Scope of Report A master or regional report, "Drainage Report Quarry Creek," dated March 23,2015, was prepared for the Quarry Creek development by Project Design Consultants Inc. (PDC). The PDC master report summarizes the pre-and post-construction hydrology for the entire project, including bioretention/detention basin 3-3, the basin Planning Area R-3 discharges to. The PDC master report details the design and modeling of the detention basin 3-3. This report is limited to documenting the following at the Planning Area R-3 (R-3) site: A) Site hydrology and site design B) Tributary area and impervious area, including comparisons to those used in the PDC report C) Compliance and consistency with the assumptions and design parameters used in the PDC report Initial sizing of post-construction treatment Best Management Practices (BMPs), and analyses of initial site hydromodification are detailed in the regional Storm Water Management Plan (SWMP) "Quarry Creek," prepared by Project Design Consultants, dated March 19, 2015. A specific SWMP was prepared by SB&O Inc., dated March 15, 2015, for the R-3 area. The SB&O SWMP verifies that the individual site specific plan for R-3 is consistent with the design parameters and assumptions made in the regional SWMP for Quarry Creek. 2. Off-site Public Storm Drain System An analysis of the off-site public storm drain system capacity was performed in report titled "Drainage Report Quarry Creek", prepared by PDC, dated March 23, 2015. The report documents that the off-site storm drain system, located downstream of the R-3 point of discharge, was designed for flows of equal drainage areas and equal development intensities. The off-site report found that the existing storm drain system has adequate capacity for the post- development runoff. Please refer to the PDC drainage report for all off-site public storm drain. 3. Project Description The Quarry Creek development is located in the City of Carlsbad (City), but is bordered to the east by the City of Oceanside. The project is situated west of College Boulevard, east of Interstate 5 and south of Haymar Drive. The property is divided north and south by the Buena Vista Creek which runs east to west across the middle ofthe site. The site is 155.36 acres in gross project size with the addition of some off-site grading and improvements. The first phase of Quarry Creek prepared the previous redevelopment project into large sheet graded pads, and provided construction of public roads, public utilities, and the Low Impact Development facilities required for both cunent and future phases of the project D:\71472 Quarry Creek\Reports\Hydrology\20151 028, R3, Final Drainage Report-Copy.docx 1 SB&D~ PLANNING ENGINEERING SURVEYING Specifically, the R-3 area is located in the southeastern portion of the site. R-3 is bound by the Buena Vista Creek to the north, El Saito Falls Street to the west and Marron Road to the south. R-3 is approximately 6.60 acres with a net developable area of approximately 5.15 acres. This yields a net project density of 17.09 dwelling units per acre (DU/AC), which corresponds to High Density Residential (HDR) per Table 3-1 "Runoff coefficients for Urban Areas" of the San Diego County Hydrology Manual. 4. Pre-Development Conditions Cunently, R-3 is a large sheet graded pad approximately 6.60 acres in area. The pad was graded at 1% in the northwest direction towards a temporary de-siltation basin and temporary storm drain outlet. This temporary storm drain is connected to an existing type B-5 stom1 drain cleanout. The existing cleanout is located near the northeast intersection of Adobe Springs Road and El Salto Falls Street. The existing cleanout is connected to a 30" RCP storm drain that outlets to a bioretention!hydromodification basin located northwest of the intersection of Adobe Springs Road and El Saito Falls Street. This storm drain is named Line 400 in the PDC drainage repmi. The pre-developed site is the proposed site from the PDC report. 5. Post-Development Conditions The R-3 area will be a multi-family residential development. A total of 88 units will be constructed, consisting of various attached product types (4-plex, 5-plex, and 6-plex row horne style buildings). Along with the construction of the multi-family style buildings, private driveways, walkways, and a public "scenic river walk" trail will be constructed. These features are integral to the functionality of the site. The impervious portion of the site was calculated at 54%. This percentage is significantly lower than the percentage assumed in the regional SWMP. Drainage will still flow towards the northeast portion of the site. Flow will be conveyed via private storm drain lines and gutters. For hydraulic analysis of the private storm drain, gutters, and inlets, please see section 7. All runoff is collected and discharged to the existing Type B-5 cleanout and 30" RCP storm drain. This line is named "SD line 4" in the PDC drainage report and on DWG 470-SA. The project will route runoffto the bioretentionlhydrornodification basin located northwest of the intersection of Adobe Springs Road and El Saito Falls Street as shown in the PDC drainage report. 6. Hydrology 6.1 Design Criteria The private drainage system will be designed in accordance with the City of Carlsbad's "Engineering Standards", Chapter 5. Storm drain pipes will be designed to convey 100-year storm event runoff under open channel flow conditions, and flow depth in the street gutters shall not exceed the top of curb. The San Diego County June 2003 Hydrology Manual was utilized to calculate peak flow rates for the 100 year storm events. (See Appendix for Reference Materials, Charts & Tables). D:\71472 Quarry Creek\Reports\Hydro1ogy\20151 028, R3, Final Drainage Report-Copy.docx 2 SB&D~ PLANNING ENGINEERING SURVEYING 6.2 Soils The assumption from the PDC report that all soils are Hydrologic Soils Group D was held in the modeling and calculations for this report. 6.3 Runoff Coefficient (C-Factors) With a proposed density of 17.09 DU/AC and approximate 59% imperviousness, a high-density multi-family residential drainage co-efficient of 0.71 has been selected. 6.4 CivilDesign Hydrology Software CivilDesign Engineering Software © was used to compile the rational method calculations analyses. The program uses a node-to-node analysis to determine time of concentration, rainfall intensities, runoff, and open-channel pipe sizes, based upon parameters in the County Hydrology Manual. Rainfall intensities were calculated using the rainfall data form the County 6-Hour and 24-Hour Isopluvial Maps as follows (these are the same values used in the PDC report): Storm 6-Hour 24-Hour Ratio Adjuste Event Rainfall Rainfall P6/P24 P6 (in) (in) (in) 100-Year 2.90 5.10 57% 2.90 See Appendix for Rainfall Maps and Figure 3-1 to determine adjusted 6-hour rainfall. 6.5 Results Exhibits A and B contain rational method peak flow calculations for the discharge location, the Type B-5 cleanout at the top of Line 4 per the PDC drainage report, and DWG 470-5A. The following tables compare the existing and post-development runoff at the common discharge location. SITE DISCHARGE I LOCATION #1 (TRIBUTARY TO LINE 4) Storm Frequency C-Factor A (acres) Q (cfs) Tc (min) NODE 100 (PDC report) 0.743 6.71 25.73 9.18 432 100 (proposed) 0.71 6.60 25.25 8.74 17 7. Inlet and Curb Calculations There are two varieties of inlets on site. There are curb inlets per San Diego Regional Standard Drawing D-2 (both sump and passing grade conditions) and grated inlets (both sump and passing grade conditions). Peak flow rates were calculated using the tributary area of each inlet. Intensities were calculated by assuming a 5 minute time of concentration to each inlet. Once peak flows were attainted, capacities were calculated. Sump inlet capacities were determined using the San Diego County nomogram for sag inlets. Passing grade inlets capacities were determined using the San Diego County Drainage Design Manual's Figure 2-4. These results were verified with inlet calculations performed using Hydraflow. Street flow analyses were performed (also using Hydraflow) to determine the depth of flow in gutters at critical locations " D:\71472 Quarry Creek\Reports\Hydrology\20 151 028, R3, Final Drainage Report -Copy.docx ,) SB&D~ PLANNING ENGINEERING SURVEYING including inlet locations in order to size inlets for the 100 year event. A summary table is provided along with supporting calculations and analyses in Exhibit C. 8. Detention The results of the previous section indicate that the tributary area and impervious area for R-3 is consistent with the PDC drainage report. A comparison of the hydrology calculations indicates that the response time (time of concentration) for the proposed R-3 site is slightly shorter than that shown in the PDC study. The Quarry Creek development includes the construction ofbioretention basin 3-3, which is a combination basin, providing water quality treatment, hydromodification management controls, and attenuation for larger storm events. The basin will be constructed downstream of the R-3 site and will provide all three benefits for the project. The PDC drainage report includes detention basin analyses for basin 3-3, which includes runoff from the R-3 site. Peak flow rates were calculated using the County of San Diego Hydrology Manual. Peak flow rates are based upon the 6-hour rainfall total for the project location and the time of concentration at the design location. Hydrographs were generated using the County Rational Method Hydrograph procedure, which provide runoff values at multiples of the time of concentration during the 6-hour storm event. Regardless of the peak flow rate (or time of concentration), the total runoff volume cannot exceed the 6-hour rainfall total. Therefore, while changes in time of concentration affect the shape of the hydrograph, it cannot increase the runoff volume. Since the detention basin routing is most sensitive to total runoff volume, small changes in the estimated time of concentration do not materially change the basin discharge rates. Since the R-3 site has slightly less impervious area and slightly larger peak flow rate than planned, the discharge rates from basin 3-3 will be consistent with the original design. No further detention analyses are necessary for the R-3 site. 9. Hydromodification The design parameters for bioretention basin 3-3 were included in the SWMP prepared by PDC. The basin provides treatment and hydromodification management controls for runoff from the R-3 site. The detailed design included continuous simulation modeling (SDHM), rather than the BMP sizing tables. Since the R-3 total and impervious area is consistent with the original assumptions, discharge from basin 3-3 will be consistent with the original HMP modeling. No further hydromodification analyses are necessary for the R-3 site. D:\71472 Quarry Creek\Reports\Hydrology\20 IS! 028, R3, Final Drainage Report -Copy.docx 4 SB&D~ PLANNING ENGINEERING SURVEYING 10. Hydraulic Analysis Hydraulic analyses of the storm drain system were perfom1ed with the Water Surface and Pressure Gradient Hydraulic Analysis System Program (WSPGW) and the backwater hydraulic grade line was calculated. Calculations are shown in Exhibit D. 11. Conclusion The proposed R-3 site parameters are consistent with the original design assumptions made in the PDC studies. The site will rely on the construction ofbioretention basin 3-3, located downstream ofthe site, to provide treatment, hydromodification controls and detention of runoff. D:\71472 Quany Creek\Reports\Hydrology\20151 028, R3, Final Drainage Report-Copy.docx 5 SB&O~ PLANNING ENGINEERING SURVEYING Exhibit A: Node-to-Node CivilD Analyses Existing Conditions, 100-Year (excerpts from Master Hydrology Report by PDC) Line 4 D:\71472 Quarry Creek\Reports\Hydrology\20151 028, R3, Final Drainage Report-Copy.docx ; Printed: 3i9i2o1s: . , ·, ;:.·· ::J-,~1~~P~?:~:'i:tr:l.:.,;,;~~~~~~i· .. ·. No. of pipes = 1 Required pipe flow = 1l.615(CFS) Nearest computed pipe diameter = lS.BB(In.) Calculated individual pipe flm~ = 11.615(CFS) Normal flow depth in pipe = 8.B4(In.) Flm• top width inside pipe = 14.96(In.) Critical depth could not be calculated. Pipe fl01~ velocity= 17.36(Ft/s) Travel time through pipe = 8.18 min. Time of concentration (TC) = 11.89 min. +++++++++++++++++++++++++++++++++++++·H++++++++++++H+++++++++++++++++ Process from Point/Station 482.800 to Point/Station 483.888 **** SUBAREA FL0\<1 ADDITION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN. (Permanent Open Space ) Impervious value, Ai = 0.088 Sub-Area C Value = 0.350 e.eea e.000 0.131313 1.000 Time of concentration = 11.89 min. Rainfall intensity = 4.378(In/Hr) for a 1813.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.506 CA = 2.884 Subarea runoff = 0.637(CFS) for 8.49B(Ac.) Total runoff= 12.252(CFS) Total area = 5.54B(Ac.) +++++++++++++++++++++++++++++++++++++++++Ifill lilt++++++++++++++++++++ Process from Point/Station 402.008 to Point/Station 403.000 **** CONFLUENCE OF MAIN STREAMS **** The follOl•ing data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 5. 540(Ac.) Runoff from this stream = 12.252(CFS) Time of concentration = 11.89 min. Rainfall intensity = 4.378(In/Hr) Program is no•• starting 1•ith Main Stream No. 2 ++++++++++++·t-·r+++++++t++++++++++++++++++++++++++r++++++t-++++++++++++++ Process from Point/Station 404.080 to Point/Station 405.0138 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B 0.aae e.0a0 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.000 [MEDIU~l DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.408 Sub-Area C Value = 8.5713 Initial subarea total flow distance 70.fl8B(Ft.) P:\2468.20\Engr\Reports\j)RAIN-FE\HYDRO Page 3 of28 ·~ I 1 Highest elevation= 330.800(Ft.) Lowest elevation = 329.300(Ft.) Elevation difference = 0.700(Ft.) Slope = 1.080% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.813 (Ft) for the top area slope value of 1.88 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 100.13 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.570 Subarea runoff = 0.343(CFS) Total initial stream area= 0.110(Ac.} ~>-. ++++++++++++++++++++++++++++++++++++ l I I I I I I ! I I I ++++++++++++++++++++++·i- ProCeSS from Point/Station 405.060 to Point/Station 485.808 **** SUHAREA FLOW ADDITION **** Decimal fraction soil group A = 0.060 Decimal fraction soil group B = 0.000 Decimal fraction soil group c = 0.000 Decimal fraction soil group D = 1.880 [MEDIU~\ DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 8.400 Sub-Area C Value = 0.570 Time of concentration = 8.49 min. Rainfall intensity = 5.468(In/Hr) for a 100.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.578 CA = 0.393 Subarea runoff= 1.888(CFS) for 8.58B(Ac.) Total runoff= 2.150(CFS) Total area = 8.690(Ac.) +++++'++++++++++++;-r++H++++++++++·r+++++++++++++++++++++-t+++++++·t++++++ Process from Point/Station 405.060 to Point/Station 406.0813 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 329.380(Ft.) Dmmst.-eam point/station elevation = 322.3B0(Ft.) Pipe length = 408.0B(Ft.) Nanning's N = 0.813 No. of pipes = 1 Required pipe flow = 2.1513(CFS) Nearest computed pipe diameter = 9.e8(In.) Calculated individual pipe flow = 2.150(CFS) Normal flow depth in pipe= 7.24(In.) Flow top width inside pipe= 7.14(In.) Critical Depth= 7.92(In.) Pipe flow velocity = 5.65(Ft/s) Travel time through pipe = 1.18 min. Time of concentration (TC) = 9.58 min. ++++++~~++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 405.068 to Point/Station 406.888 **** CONFLUENCE OF MINOR STREM1S **** P:\2468.20\Engr\Reports\DRAIN-FEIHYDRO Page 4 of28 ·· :'; rriili~d:.M'i2ois·o::·.·y· •.. ,.:r::::;,~,::::e: Along Main Stream number: 2 in normal stream number 1 Stream flow area = 8.69f:l(Ac.) Runoff from this stream = 2.158(CFS) Time or concentration ~ 9.58 min~ Rainfall intensity = 5.823(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 407.808 to Point/Station 408.1300 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group 8 Decimal fraction soil group C 8.888 e.0ee 13.!3130 Decimal fraction soil group D = 1.888 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 8.488 Sub-Area c Value = 8.578 Initial subarea total fl01; distance = 18B.I3138(Ft.) Highest elevation= 32S.888(Ft.) Lowest elevation = 324.81313(Ft.) Elevation difference = 1.888(Ft.) Slope = 1.888 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.88 (Ft) for the top area slope value of 1.88 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.48 minutes (for slope value of 1.138 %) Rainfall intensity (I) = 5.468(In/Hr) for a 1813.8 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 8.578 Subarea runoff = 13.554(CFS) Total initial stream area = 0.218(Ac.) ++++++++H+++++++++++++++++H++++++t+++++t+++++++++++++++++++t++++++++ Process from Point/Station 488.8138 to Point/Station 4€19.688 **** STREET FLOloJ TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 324.888(Ft.) End of street segment elevation = 320.280(Ft.) Length of street segment = 395.808(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.088(Ft.) Distance from crown to crossfall grade break = 18.888(Ft.) Slope from gutter to grade break (v/hz) = e~e2e Slope from grade break to crown (v/hz) = 0.828 Street flow is on [l] side(s) of the street Distance from curb to property line = 1B.088(Ft.) Slope from curb to property line (v/hz) = 8.828 · Gutter width = 1.588(Ft.) Gutter hike from flowline= 1.588(In.) Manning's N in gutter= 8.8158 Manning's N from gutter to grade break = 8.8188 Manning's N from grade break to crown= 8.8188 P:\246820\Engt\Reports\DRAIN·FBHYDRO ,eo-·"\. Page 5 of28 Estimated mean flow rate at midpoint of street = 5.658(CFS) Depth of flow= 8.488(Ft.), Average velocity = 2.368(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.248(Ft.) Flow veloci·ty = 2.3'6(Ft/s) Travel time= 2.79 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group 8 Decimal fraction soil group c Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 8.488 Sub-Area C Value= 8.578 TC = ~ 8.888 8.080 o.!388 1.888 11.19 min. Rainfall intensity = 4.545(In/Hr) for a 108.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = !3.5713 CA = 2.326 Subarea runoff = 9.915(CFS) for 3.878(Ac.) Total runoff= 18.569(CFS) Total area= 4.!3813(Ac.) Street flow at end of street = 18.569(CFS) Half street flow at end of street = 10.569(CFS) Depth of fl01< = 8.484(Ft.), Average velocity = 2. 747(Ft/s) Flo1• width (from curb towards crown)= 19.431(Ft.) '~., ++++++++++++++++1-rr+++++++++++++1·+++++i~+++i-rrr+++++++++++++++++++++++ Process from Point/Station 489.008 to Point/Station 486.808 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.2130(Ft.) Downstream point/station elevation= 317.388(Ft.) Pipe length = 2913.80(Ft.) Manning·s N = 0.013 No. of pipes = 1 Required pipe flow = 10.569(CFS) Nearest computed pipe diameter = 21.08(In.) Calculated individual pipe flow = 18.569(CFS) Normal flow depth in pipe = 12.54(In.) Flow top width inside pipe = 20.68(In.) Critical Depth = 14.S4(In.) Pipe flow velocity = 7.85(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 11.87 min. ++++++++++till! II Iff++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 489.008 to Point/Station 486.888 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number! 2 in normal stream number 2 Stream flow area= 4.8813(Ac.) Runoff from this stream = 18.569(CFS) Time of concentration = 11.87 min. Rainfall intensity = 4.374(In/Hr) summary of stream data: Stream No. Fl01~ rate (CFS) TC (min) Rainfall Intensity (In/Hr) P:\2468.20\Engt\Reports\DRAIN·FEIHYDRO Page 6 of28 .• r"'-, . ':P.ririteri:3i9!2o1s·, • •.. > _:i'::~~OO,~J;o~;B·'·'· ··· ... ··::.·.·:-\·,:·: :.:::":' .... : .. ·~. :i.' 1 2.158 9.58 5.823 2 18.569 11.87 4.374 Qmax(1) l.flflfl * 1.eee * 2.158) + 1.6136 * 6.867 " 18.569) + ~ 18.678 Qmax(2) = 8.871 * 1.000 * 2.1513) + 1.000 * 1.0e0 * 10.569) + = 12.441 Total of 2 streams to confluence: Flow rates before confluence point: 2.150 10.569 ~1aximum flow rates at confluence using above data: 10.678 12.441 Area of streams before confluence: 0.6913 4.888 Results of confluence: Total flat" rate = 12.441(CFS) Time of concentration = 11.874 min. Effective stream area after confluence 4.770(Ac.) +++++++++++++++++++++-1·++++++++++++++++++++++-H-++++++++++i-+++++-t·+++++++ Process from Point(Station 4136.888 to Point/Station 483.eee **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 317.31313(Ft.) Downstream point(station elevation= 3138.1388(Ft.) Pipe length = 225. 86 (Ft. ) Hanning's N = 6. 013 No. of pipes = 1 Required pipe flow = 12.441(CFS) Nearest computed pipe diameter = 15.GG(In.) Calculated individual pipe flow = 12.441(CFS) Normal flow depth in pipe= 9.26(In.) Flo\~ top width inside pipe " 14.61(In.) Critical depth could not be calculated. Pipe flO\" velocity= 15.77(Ft/s) Travel time through pipe = 13.24 min. Time of concentration (TC) = 12.11 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 406.080 to Point/Station 4133.01313 **** CONFLUENCE OF HAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area= 4.778(Ac.) Runoff from this stream = 12.441(CFS) Time of concentration = 12.11 min. Rainfall in·tensity = 4.318(In/Hr) Summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) P:\2468.20\EngMeports\DRAIN-FEIHYDRO ~ 'l ' Page 7 of28 1 12.252 11.89 4.370 2 12.441 12.11 4.318 Qmax(1) = 1.0GB * 1. 6013 * 12.252) + l.l'li'JEJ * 0.982 * 12.441) + = 24.467 Qmax(2) = 8.988 * 1.81313 * 12.252) + 1.13130 * 1.1300 * 12.441) + 24.549 Total of 2 main streams to confluence: Flow rates before confluence point: 12.252 12.441 Maximum flow rates at confluence using above data: 24.467 24.549 Area of streams before confluence: 5.546 4.776 Results of confluence: Total flow rate = 24.549(CFS) Time of concentration = 12.112 min. Effective stream area after confluence 1B.316(Ac.) ,..._ \! +++t++++++-J-+t++++++T++++++++·t-+++++++++++++++++++++++++++H-t+++++++-1+-H- Process from Point/Sta'tion 403.131313 to Point/Station 416.13013 **** IHPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 3ei3.6EJI3(Ft.) oownstream point elevation= 259.500(Ft.) Channel length thru subarea = 835.6013(Ft.) Channel base width = 0.5013(Ft.) Slope or 'Z' of left channel bank = 2.131313 Slope or •z• of right channel bank = 2.8136 Estimated mean flow rate at midpoint of channel = 25.133(CFS) ~Ianning' s 'N' = 13.1318 Maximum depth of channel = 1.1360(Ft.) Flow(q) thru subarea = 25.133(CFS) Depth of flow= 6.946(Ft.), Average velocity= l1.ll7(Ft/s) Channel flow top width = 4.282(Ft.) Flow Velocity = 11.12(Ft/s) Travel time = 1.25 min. Time of concentration = 13.36 min. Critical dep~h = 1.438(Ft.) Adding area -flow to channel Decimal fraction soil group A = 0.8813 Decimal fraction soil group B = 8.866 Decimal fraction soil group c = 6.8613 Decimal fraction soil group D = 1.6136 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = e.I3G6 Sub-Area C Value = 13.356 Rainfall intensity = 4.1353(In(Hr) for a 1613.13 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.562 CA = 6.328 P:\2468.20\Engr\Reports\DRAIN·FEIHYDRO Page 8 of28 ···: :F>rriiied:·3t9i261if··· •'s~o~~t~t·~;:;.:'lJ·~~~~~~:(~~,~~~~r~-~1~:~: Subarea runoff ~ Total runoff = Depth of flow = Critical depth = 1.1395 (CFS) for 25.645(CFS) Total 13.954(Ft.), Average l.453(Ft.) 2.300(Ac.) area = 12.6113(Ac.) velocity = 11.173(Ft/s) ++++++++++++++r++++++++++++lllll!Jl 111111++++++++++++++++++++1 ill I III I Process from Point/Station 4133.0013 to Point/Station 410.13130 **** CONFLUENCE OF MAIN STREAMS **** The follDI•ing data inside Main Stream is listed: In Main Stream number: 1 Stream flm• area= 12.6113(Ac.) Runoff from this stream = 25.645(CFS) Time of concentration = 13.36 min. Rainfall intensity = 4.1353(In/Hr) Program is now starting with Nain Stream No. 2 +++++++++++++++..f·+++-H-+++++++++-+++++++++-H·+++++++++++++++++++++++++++++ Process from Point/Station 411.131313 to Point/Station 412.131313 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 13.0013 Decimal fraction soil group B = 13.131313 Decimal fraction soil group C = 13.131313 Decimal fraction soil group D = 1.131313 [f~EDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 13.41313 Sub-Area C Value = 13.5713 Initial subarea total flow distance = 613.13130(Ft.) Highest elevation = 3313.01313(Ft.) lo\•est elevation = 329 .41313(Ft.) Elevation difference = 13.6013(Ft.) Slope= 1.0013% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.1313 (Ft) for the top area slope value of 1.013 %, in a development type of 7.3 OU/A or-Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.413 minutes (for slope value of l.l313 %) Rainfall intensity (I) = 5.468(In/Hr) for a 1130.13 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 13.374(CFS) Total initial stream area = 13.1213(Ac.) +++++++++++++-!-+++++++++++++++++++'++ I I I I L l I I J I I I I I I++++++++++++++++++++ Process from Point/Station 412.1300 to Point/Station 413.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation Channel length thru subarea Channel base width Slope or •z• of left channel 329.400(Ft.) 326.13130(Ft.) 2513.El0El(Ft.) 0.5130(Ft.) bank = 2.1313a P:\2468.20\Engr\Reports\DRA/N-FEIHYDRO ,.-·,., . \ Page 9 of28 Slope or •z• .of right channel bank = 2.013El Estimated mean flow Pate at midpoint of channel Manning's 'N' = 13.1315 Maximum depth of channel = 1.13ElEl(Ft.) Flow(q) thru subarea= 1.73S(CFS) 1.735(CFS) Depth of flow= 13.356(Ft.), Average velocity Channel flow top width = 1.922(Ft.) 4.03B(Ft/s) Flow Velocity = 4.i33(Ft/s) Travel time = 1.03 min. Time of concentration = 9.43 min. Critical depth= B.434(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group 8 Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 13.413El Sub-Area C Value = 0.5713 e.eee e.el313 0.1300 1.0138 Rainfall intensity = 5.073(In/Hr) for a lGG.El year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.599 Subarea runoff = 2.662(CFS) for Total runoff= 3.036(CFS) Total Depth of flow= 13.460(Ft.), Average Cri.tical depth = 13.566(Ft.) G.9313(Ac.) area = l. 8513 (Ac.) velocity= 4.65B(Ft/s) +H++-t-+i-++++++++++++++ I I I f ! I I I l +++++++++++++++++++I I ! I I I I 1 ++++++++++++ Process from Point/Station 413.0130 to Point/Station 414.0138 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 326.000(Ft.) Downstream point/station elevation = 3213.51313(Ft.) Pipe length = 375.138(Ft.) Manning's N = 0.813 No. of pipes = 1 Required pipe flow ~ 3.B36(CFS) Nearest computed pipe diameter = 12.88(In.) calculated individual pipe flo\• = 3.036(CFS) Normal flow depth in pipe= 7.42(In.) Flow top width inside pipe= 11.66(In.) Critical Depth = 8.96(In.) Pipe flow velocity = 5.95(Ft/s) Travel time through pipe = 1.135 min. Time of concentration (TC) = 113.48 min. +++++++++++++++++++++++~++!Ill! IIIIiif+++++++++++++++++++++r+++++++++ Process from Point/Station · 423.(3013 to Point/Station 414.13130 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 8.8138 Decimal fraction soil group B = e.eee Decimal Traction soil group C = e.eee Decimal ·fraction soil group D = l. 8813 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) P:\2468.20\Engr\Reports\DRA/N-FE\HYDRO Page 10 of28 Impervious value, A~ = 0,400 Sub-Area C Value = 0.570 Time of concentration = 10,48 min. Rainfall intensity= 4,739(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA ~ 2.816 Subarea runoff= 10.389(CFS) for 3.890(Ac.) Total runoff = 13.345(CFS) Total area= 4.940(Ac.) ++++++++++++++++++++++++++++!I I I If fl I I I 11++++++++++++++*++1 ll 11 It (I I£+ Pro~ess from Point/Station 414.888 to Point/Station 415.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 320.500(Ft.) Downstream point/station elevation = 316.600(Ft.) Pipe length = 43S.e0(Ft.) Nanning's N = 8.013 No. of pipes = 1 Required pipe flow = 13.345(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 13.345(CFS) Normal flm~ depth in pipe = 15.35 (In.) Flow top width inside pipe = 18.62(In.) Critical Depth = 16.32(In.) Pipe flow velocity= 7.08(Ft/s) Travel time through pipe = 1.01 min. Time of concentration (TC) = 11.50 min. r~, +++++++++++--t--t+++++-H+++++++H--1--t+-H++++++++++++++++++++-t++++++f++++++++ Process from Point/Station 414.000 to Point/Station 41.S.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai ~ 8.480 Sub-Area C Value = 0.S70 0.000 0.000 0.000 1.808 Time of concentration = 11.50 min. Rainfall intensity = 4.466(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 4.212 Subarea runorF = 5.467(CFS) for 2.450(Ac.) Total runoff= 18.812(CFS) Total area= 7.390(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.000 to Point/Station 416.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream poin·tfstation elevation = 316.600(Ft.) Downstream point/station elevation= 306.000(Ft.) Pipe length = 280.00(Ft.) Manning·s N = 0.013 No. of pipes = 1 Required pipe flm• ~ 18.812(CFS) Nearest computed pipe diameter = 18.00(In.) P:\2468.20\Engi\Reports\DRAIN-FE\HYDRO Page 11 of28 Calculated individual pipe flow = 18.812(CFS) Normal flow depth in pipe = 13.62(In.) Flow top width inside pipe = 15.4S(In.) Critical depth could not be calculated. Pipe flo~1 velocity = 13.12(Ft/s) Travel time through pipe = 8.36 min. Time of concentration (TC) = 11.8S min. ·.: .. .-·· +++++T+;~~++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 415.888 to Point/Station 416.080 **** CONFLUENCE OF NINOR STREANS **** Along ~lain Stream number: 2 in normal stream number 1 Stream flow area = 7.390(Ac.) Runoff from this stream = 18.812(CFS) Time of concentration = 11.85 min. Rainfall intensity = 4.379(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 417.800 to Point/Station 418.800 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group c ; 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai ; 0.400 Sub-Area C Value = 6.570 Initial subarea total flm1 distance = 108.000(Ft.) Highest elevation = 308.B00(Ft.) Lowest elevation = 307.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 7.3 DU/A or Less In Accordance With Table 3-2 Initial Area Time of Concentration = 8.40 minutes (for slope value of 1.00 %) Rainfall intensity (I) = 5.468(In/Hr) for a 169.6 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.467(CFS) Total initial stream area= 0.150(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 418.800 to Point/Station 419.080 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation= 307.a00(Ft.) End of street segment elevation ~ 303.008(Ft.) Length of street segment = 28B.ee0(Ft.) Height of curb above gutter flowline = 6.0(In.) P:\246820\Engr\Reports\DRAIN·FE\HYDRO Page 12 of28 ,:. .. . ... : .. . ·· .. fifiiited: 3/9/2015 . l~idth of half street (curb to crown) ~ 22.13136(Ft.) Distance from crmvn to crossfall grade break ~ 18. 6ee(Ft.) Slope from gutter to grade break (v/hz) ~ 0.13213 Slope from grade break to crown (v/hz) ~ 13.6213 Street flow is on [1] side(s) of the street Distance from curb to property line = 113.131313(Ft.) Slope from curb to property line (v/hz) = 13.1320 Gutter width = 1.500(Ft.) Gutter hike from flmdine = 1. 508(1n.) Manning's N in gutter= 8.0158 Manning's N from gutter to grade break ~ 0.61813 Manning's N from grade break to crmvn = 8.8180 Estimated mean flow rate at midpoint of street = 2.214(CFS) Depth of flow = 0.288(Ft.), Average velocity = 2.2131(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 9.559(Ft.) Flow velocity = 2.213(Ft/s) Travel time = 2.12 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group 8 Decimal fraction soil group C TC = ~ 13.13ee 0.888 8.888 Decimal fraction soil group D = 1.13ee [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 8.400 Sub-Area C Value = 8.570 10.52 min. Rainfall intensity= 4.729(In/Hr) for a 1013.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 8.821 Subarea runoff= 3.414(CFS) for 1.2913(Ac.) Total runoff = 3.882(CFS) Total area = 1.440(Ac.) Street flow at end gf street = 3.882(CFS) Half street flm" at end of street = 3.882(CFS) Depth of flo•• = 0.338(Ft. ), Average velocity = 2.5139(Ft/s) Flm• width (from curb tm•ards crown)= 12.149(Ft.) +++++++++++t+++++++t-++++++++++++++++++! I t I t I I I I I i t l t 1 I ~ t ! ++++++++++++-+ Process from Point/Station 419.000 to Point/Station 416.1308 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 383.608(Ft.) Downstream point/station elevation = 381.008(Ft.) Pipe length = 2130.130(Ft.) Manning's N = 8.013 No. of pipes = 1 Requirecj pipe flow = 3.882(CFS)· Nearest computed pipe diameter = 15.138(In.) Calculated individual pipe flow = 3.882(CFS) Normal flow depth in pipe = 8.38(In.). Flow top width inside pipe = 14.90(In.) Critical Depth = 9.SS(In.) Pipe flow velocity = S.SB(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 11.13 min. ++-l·+++++++~-+++++++++++-H+++++++++-1-+++-t-+++r++i-+++++++++++++++++++++++++ P:\2458.20\EngriReports\DRAJN-FE\HYDRO Page 13 of 28 s4oof:i1oa':8f · 1i~~t~umt{~1Ef~m~mt~ .. ~ Process from Point/Station 419.990 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow ai"ea "' 1.440(Ac.) Runoff from ~his stream ~ 3.882(CFS) Time of concentration = 11.13 min. Rainfall intensity = 4.561(In/Hr) Summary of stream data: St~eam No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) l 18.812 11.85 4.379 2 3.882 11.13 4.561 Qmax(1) = 1. 8013 * 1.008 * 18.812) + 0.960 * 1.000 * 3.882) + = 22.539 Qmax(2) = l.00El * 0.939 * 18.812) + 1.1308 * 1.e8e * 3.882) + 21.542 Total of 2 streams to confluence: Flow rates before confluence point: 18.812 3.882 Maximum flow rates at confluence using above data: 22.539 21.542 Area of streams before confluence: 7.390 1.448 Results of confluence: Total flow rate = 22.539(CFS) Time of concentration = 11.852 min. Effective stream area after confluence 8.830(Ac.) 415.000 ++++++++++++++++H-+++++++++++t+++++++++++++++++++++++++++++++++++·f-++++ Process from Point/Station 415.608 ·to Point/Station 428.880 **** PIPEFL0\-1 TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 301.1300(Ft.) Downstream point/station elevation = 2B9.000(Ft.) Pipe length = 45.130(Ft.) Manning's N = 0.1313 No. of pipes = 1 Required pipe flow = 22.539(CFS) Nearest computed pipe diameter = l5.08(In.) Calculated individual pipe flow = 22.539(CFS) Normal flow depth in pipe = 9.94(In.) Flow top width inside pipe ~ 14.58(In.) Critical depth could not be calculated. Pipe flow velocity = 29.19(Ft[s) Travel time through pipe = 13.03 min. Time of concentration (TC) = 11.88 min. ++++++++++++++IIJJllii+++++++++++++++++++++++++++++++++++++++++++++++T Process from Point/Station 416.080 to Point/Station 428.8130 **** SUBAREA FLOW ADDITION **** P:\2468.20\Engr\Reports'DRAIN·FE\1-!YDRO Page 14 of28 .· .. . · ' (~riht~ct~3i~iddik: , )· . :.:,,:;;o~~~;~~.a~1::!' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = o.eoo Decimal fraction soil group c = 0.088 Decimal fraction soil group D = 1.898 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = e.eee Sub-Area C Value = 8.350 Time of concentration = 11.88 min. Rainfall intensity= 4.373(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.558 CA = 5.205 Subarea runoff = 0.221(CFS) for 8.490(Ac.) Total runoff= 22.768{CFS) Total area= 9.320(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 420.800 to Point/Station 421.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 289.800(Ft.) Dm•nstream point/station elevation = 262. E!OB(Ft.) Pipe length = 65.00(Ft.) Manning's N = 8.013 No. of pipes = 1 Required pipe flow = 22.760(CFS) Neares·t computed pipe diameter = 12. 00(In.) Calculated individual pipe flow = 22.76B(CFS) Normal flow depth in pipe= 9.75(In.) Flow top 1~idth inside pipe = 9 .37(In.) Critical depth could not be calculated. Pipe fl01• velocity = 33.33(Ft/s) Travel time through pipe = 8.03 min. Time of concentration (TC) = 11.91 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 421.000 to Point/Station 410.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 26Z.0BB(Ft.) Downstream point elevation ~ 259.500(Ft.) Channel length thru subarea = 7e.aae(Ft.) Channel base width = B.SBB(Ft.) Slope or •z• of left channel bank = 2.000 Slope or •z• of right channel bank = 2.000 Manning's 'N' = 0.018 Maximum depth of channel = 3.eee(Ft.) Flow(q) thru subarea = 22.760(CFS) Depth of flow= 0.967(Ft.), Average velocity= 9.669(Ft/s) Channel flow top '"idth = 4.36B(Ft.) Flow Velocity = 9.67(Ft/s) Travel time = a.12 min. Time of concentration = 11.03 min. Critical depth = J.. 398(Ft.) +++++++++++++-i·++++++++++H+++++++++++++++++++++-+++++++++++++++++++++++ ~-......... P:\2468.20\Engr\Repods\DRAIN·FEIHYDRO Page 15 of28 Process from Point/Station 421.880 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number; 2 Stream flow area = 9.328(Ac.) Runoff from this stream= 22.768(CFS) Time of concentration = 12.83 min. Rainfall intensity = 4.337(In/Hr) Summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) l 25.645 13.36 4.053 2 22.760 12.03 4.337 Qmax(1) = 1.eee * 1. BOB * 25.645) + 0.934 * 1.080 * 22.766) + 46.913 Qmax(2) = 1.080 * 0.908 * 25.645) + 1.080 • 1.008 * 22.760) + = 45.846 Total of 2 main streams to confluence: Flow rates before confluence point: 25.645 22.760 ~\aximum flow rates at confluence using above data: 46.913 4S.846 Area of streams before confluence: J.2.6l8 9.328 Results of confluence: Total Hm~ rate = 46.913(CFS) Time of concentration = 13.364 min. Effective stream area after confluence 21. 93El (Ac.) 410.008 ++++++++++++++++ttlllttt++++++++++++++++++++++++++++++++++++++++·r+++++ Process from Point/Station 410.680 to Point/Station 422.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 259.588(Ft.) Downstream point elevation = 212.BB8(Ft.) Channel length thru subarea = 909.8B8(Ft.) Channel base width = e.see(Ft.) Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank = 2.000 Manning's 'N' = 9.818 Maximum depth of channel = 1.0B8(Ft.) Flow(q) thru subarea = 46.9J.3(CFS) Depth of flow = l.l73(Ft.), Average velocity = J.4.3El2(Ft/s) !!Warning: Water is above left or right bank elevations Channel flow top width = 4.5BB(Ft.) Flow Velocity = 14.30(Ft/s) Travel time = 1.06 min. P:\246810\Engr\Reports\DRAIN-FE\HYDRO Page 16of28 ... : Pfinle&3't9/20is)' · !: : :;~4?:~P~ iiolBof!:W' · :;:. ::.~::. ·;·;: Time of concentration = 14.42 min. Critical depth = 1.938(Ft.) ERROR -Channel depth exceeds maximum allowable depth ++T++++++++++++++++7++++++++++++++++++++++++++++++~++++++11il!l\1+ Process from Point/Station 422.000 to Point/Station 423.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 212.BBO(Ft.) Downstream point elevation = 115.0BB(Ft.) Channel length thru subarea = 217.BBB(Ft.) Channel base 1~idth = o.soo(Ft.) Slope or 'Z' of left channel bank= 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.018 Maximum depth of channel = 1.000(Ft.) Flow(q) thru subarea = 49.266(CFS) 49.266(CFS) Depth of flow= 0.786(Ft.), Average velocity= 30.246(Ft/s) Channel flow top width= 3.644(Ft.) Flow Velocity = 3B.25(Ft/s) Travel time = 0.12 min. Time of concentration = 14.54 min. Critical depth = 2.0B0(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D (UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = o.eoe Sub-Area C Value = 0.350 e.ee0 0.eee e.eeo 1.eee Rainfall intensity = 3.838(In/Hr) for a 100.8 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.491 CA = 13.436 Subarea runoff = 4.652(CFS) for 5.446(Ac.) Total runoff= 51.564(CFS) Total area = 27.376(Ac.) Depth of flo1<1 = 0.801(Ft.), Average velocity = 30.594(Ft/s) Critical depth = 2.847(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 423.880 to Point/Station 452.688 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 115.600(Ft.) Downstream point/station elevation= 114.508(Ft.) Pipe length = 58.80(Ft.) Manning's N = 0.813 No. of pipes = 1 Required pipe flat< = 51.564(CFS) Nearest computed pipe diameter = 36.80(In.) Calculated individual pipe flow = 51.564(CFS) Normal flow depth in pipe = 25.8B(In.) Flm• top width inside pipe = 33 .18(In.) CJ'itical Depth = 28. 134(In.) Pipe flow velocity= 9.80(Ft/s) ,....,\ P:\2468.20\Engr\Reports\DRAIN-FE\HYDRO Page 17 of28 Travel time through pipe Time of concentration (TC) 9.10 min. 14.64 min. ,·-:-. ++++++-t+t++++++++++-H++++++++++t++++++++++++++++++++++++++++·l--+-++++++++ Process from Point/Station 423.889 to Point/Station 4S2.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow .area= 27.378(Ac.) Runoff from this stream = 51.564(CFS) Time of concentration = 14.64 min. Rainfall intensity = 3.82l(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++llltlllll++++++++++++++++++ Process from Point/Station 424.eee to Point/Station 42S.eoe **** 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.oee [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area c Value = 8.350 Initial subarea total flow distance = 60.00B(Ft.) Highest elevation = 260.BBB(Ft.) Lowest elevation = 230.9BO{Ft.) Elevation difference = 30.000(Ft.) Slope = so.ooo % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the. top area slope value of se.ao %, in a development type of Permanen·t Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.66 minutes TC = [~.8*(1.1-C)*distance(Ft.)h.S)/(% slopeh(l/3)] Tc = [1.8*(1.1-0.3508)*( l9B.0eoh.S)/( so.oooh(l/3)]= 3.66 Calculated TC of 3.664 minutes is less than 5 minutes, resetting TC to s.e minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 1e0.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = B.35B Subarea runoff = 0.134(CFS) Total initial stream area= e.85B(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 425.000 to Point/Station 426.eee **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation ~ Downstream point elevation Channel length thru subarea Channel base width 23B.BB9(Ft.) 216.0e0(Ft.) 3B8.00B(Ft.) e.s0e(Ft.) P:\2468.20\Engr\Repo~s\DRAIN-FE\HYORO Page 18 of 28 Slope or 'Z' of left channel bank = 2.000 Slope or 'Z' of right channel bank= 2.000 Manning's 'N' = 0.018 Maximum depth of channel = 3.000(Ft.) Flow(q) thru subarea = 0.134(CFS) e\ll!t~J~]~8i!gf.~:6. \ ·:·. ·>} .•: 1: ~~~~ · ,;,.!: ,, '\:;.;:iii~:;~-.:~.,.,~ o:. E:;:;, t ·:~~,: :•. h·:-.:\,. ~;:, ;.!.>.:·: Depth of flow= e.o76(Ft.)> Average velocity= 2.701(Ft/s) Channel flow top width= 0.804(Ft.) Flm~ Velocity = 2.. 713(Ft/s) Travel time = 1.85 min. Time of concentration = 5.52 min. Critical depth = 0.111(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++i~++++++++++++++++++ Process from Point/Station 426.0130 to Point/Station 427.000 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 216.1300(Ft.) Downstream point elevation = 138.131313(Ft.) Channel length thru subarea = 188.13eO(Ft.) Channel base width = O.SOO(Ft.) Slope or 'Z' of left channel bank= 2.000 Slope or 'Z' of right channel bank = 2.000 Estimated mean flow rate at midpoint of channel = 2.218(CFS) Manning's 'N' = 0.018 Maximum depth of channel = 3.0ee(Ft.) Flow(q) thru subarea = 2.218(CFS) Depth of flow= 0.190(Ft.), Average velocity= 13.228(Ft/s) Channel flm• top width = l. 261( Ft.) Flow Velocity = 13.23(Ft/s) Travel time = 0.24 min. Time of concentration= 5.75 min. Critical depth = 9.488(Ft.) Adding area -flDI< to channel Decimal fraction soil group A = o.oeo Decimal fraction soil group B = O.BOB Decimal fraction soil group C = O.BBB Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = G.BBB Sub-Area C Value = 0.350 Rainfall intensity = 6.980(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 6.350 CA = 0.609 Subarea runoff = 4.117(CFS) for 1.690(Ac.) Total runoff= 4.25l(CFS) Total area = 1.740(Ac.) Depth of flm• = 9.263(Ft.), Average velocity= 15.74l(Ft:is) Critical depth = 0.664(Ft.) +++++++++++++++++++~++++++++++++++IIIIIIIIIIJJJJII++++++++lllll llff Process from Point/Station 427.080 to Point/Station 428.808 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = Downstream point elevation 138.000(Ft.) 130. SOO(Ft.) /I) P:\2468.20\Engr\Reports\DRAIN-FE\HYDRO Page 19 of28 Channel length thru subarea = 235.000(Ft,) Channel base width = 0.000(Ft.) Slope or 'Z' of left channel bank = 4.000 Slope or 'Z' of right channel bank = 4.000 Manning's 'N' = 0.030 Maximum depth of channel = l.eeo(Ft.) Flow(q) thru subarea = 4.25l(CFS) Depth of flow = 0.54l(Ft.), Average velocity = 3.628(Ft/s) Channel -flow top width = 4.330(Ft.) Flow Velocity = 3.63(Ft/s) Travel time = 1.08 min. Time of concentration = 6.83 min. Critical depth= 0.586(Ft.) ++++++++++++;llllilfllill !Ill II I!+++++++++++++! !1111 !!++++++++++++++++ Process from Point/Station 428.000 to Point/Station 428.000 **** SUBAREA FLOW ADDITION **** 0.000 o.oee o.ooo Decimal fraction soil group A - Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [COMMERCIAL area type (Neighborhod Commercial ) = 1.080 Impervious value, Ai = 0.800 Sub-Area C Value = 0.790 Time of concentration = 6.83 min. Rainfall intensity = 6.247(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 8.584 CA = 2.173 Subarea runoff~ 9.326(CFS) for 1.980(Ac.) Total runoff~ 13.577{CFS) Total area= 3.720(Ac.) +++++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++ Process from Point/Station 428.080 to Point/Station 452.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 128.0BO(Ft.) Downstream point/station elevation= 114.500(Ft.) Pipe length = 332.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 13.S77(CFS) Nearest computed pipe diameter = 18.00(In.) Calculated individual pipe flow = 13.577(CFS) Normal flow depth in pipe~ 10.48(In.) Flow top width inside pipe= 17.76(In.) Critical Depth = 16.44(In.) Pipe flow velocity= 12.72(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 7.27 min. ++++++++++++++-f-++~ .. ++++++-i++++++++++++++++++++++++++++++++++++++++-H-+-1· Process from Point/Station 428.000 to Point/Station 452.800 **** CONFLUENCE OF MAIN STREAMS **** P:\2468.20\Engr\Reports\DRAIN·FE\HYDRO Page 20 of28 · \ Printed::~J9i~b1s .. The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area~ 3.720(Ac.) Runoff from this stream ~ 13.577(CFS) Time of concentration ~ 7.27 min. Rainfall intensity ~ 6.684(In/Hr) Summary of stream data: Stream No. Fl011 rate (CFS) TC (min) Rainfall Intensity (In/Hr) J. 51.564 J.4.64 3.821 2 13.577 7.27 6.864 Qmax(J.) ~ LOBO* J..660 * 5J..564) + 6.636 * 1.860 * 13.577) + = 66.205 Qmax(2) = J..B66 * 0.496 * 51.564) + 1.666 * 1.6613 * 13.577) + ~ 39.169 Total of 2 main streams to confluence: Flm• rates before confluence point: 51.564 J.3.577 11aximum flow rates at confluence using above data: 66.265 39.169 Area of streams before confluence: 27.376 3.726 Results of con·fluence: Total flow rate = 66.265(CFS) Time of concentration ~ 14.642 min. Effective stream area after confluence 31. 896(AC.) +++++++++++++++++++t-1-++++++++++++++-t·+++:-f-t-T++++t-+++++++++++++++++++++++ Process from Point/Station 452.606 to Point/Station 454.806 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 114.566(Ft.) Do••nstream point/station elevation = 1El7.e66(Ft.) Pipe length = 23S.66(Ft.) Manning's N = 0.8J.3 No. of pipes = 1 Required pipe flow = 66.265(CFS) Nearest computed pipe diameter = 36.66(In.) Calculated individual pipe flow = 60.265(CFS) Normal flol< depth in pipe = 2fl.81(In.) Flow top width inside pipe = 27.66(In.) Critical depth could not be calculated. Pipe flow velocity = J.6.58(Ft/s) Travel time through pipe = fl.24 min. Time of concentration (TC) ~ 14.88 min. +++++++++++-H+++++++++++++++t I I I I I I I I I r +i+++++++++++++++++ I I f I I f I I I +t+ Process from Point/Station 452.066 to Point/Station 454.600 **** CONFLUENCE OF MINOR STREAMS **** ~~\ ........ P:\246820\Engr\Reports\DRAIN-FE\JiYDRO Page 21 of28 -.:·~~-... .. Along Main Stream number: 1 in normal stream number 1 Stream How area = 31. 090(Ac.) Runoff from this stream = 60.205(CFS) Time of concentration = 14.88 min. Rainfall intensity= 3.781(In/Hr) +++++++++t-t+++++++++++++++++++t++++++++++++++++++++·!-++++-1-+++++++++++++ Process from Point/Station 433.000 to Point/Station 434.6130 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai ~ 6.6ee Sub-Area C Value = 6.356 e.66e e.ee6 6.6ee 1.660 Initial subarea total flow distance = 63.066(Ft.) Highest elevation = 196.606(Ft.) Lowest elevation = l66.6B6(Ft.) Elevation difference = 36.666(Ft.) Slope = 47.619 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 166.66 (Ft) for the top area slope value of 47.62 %, in a development type of Permanent Open Space In Accordance With Figure 3-3 Initial Area Time of Concentration = 3.72 minutes TC = [J..8*(1.l-C)*distance(Ft.)h.5)/(% slopeA(l/3)] TC = [1.8*(1.1-6.3560)*( l06.666A.S)/( 47.619A(1/3)]~ 3.72 Calculated TC of 3.725 minutes is less than 5 minutes, resetting TC to 5.6 minutes for rainfall intensity calculations Rainfall intensity (I) = 7.641(In/Hr) for a 100.6 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 6.356 Subarea runoff = El.653(CFS) Total initial stream area = e.628(Ac.) +++++tlJJtiill !!++++++++++++++++++++++++++++++++++++++++++++~+++++++++ Process from Point/Station 434.066 to Point/Station 435.666 **** IMPROVED CHANNEL TRAVEL TIME **** Upstream point elevation = 166.000(Ft.) Downstream point elevation = 151.8e0(Ft.) Channel length thru subarea = 259.8El8(Ft.) Channel base width = 6.568(Ft.) Slope or 'Z' of left channel bank = 2.666 Slope or 'Z' of right channel bank = 2.660 Manning's 'N' = 0.018 Maximum depth of channel = l.ee6(Ft.) Flow(q) thru subarea = 6.1353(CFS) Depth of flow = 6.643(Ft.), Average velocity Channel flow top width = 0.674(Ft.) Flow Velocity = 2.1El(Ft/s) Travel time = 2.14 min. P:\246820\Engr\Reports\DRAIN-FEIHYORO 2.896(Ft/s) Page 22 of28 .• ;!P.Iirile·ct::si9/2q15 . Time of concentration Critical depth = . '·; . .-: ·::'·~t:~~~~:o~=:r:~~;rl.i~(~~~ifl~;~~~i~~:i:•i 5.86 min. 8.864(Ft.) ++++++++-t-+++t·+++++++++++++++++-1-++ I I I I f I I J t I I L l t l I J I I I I I ++-t+++++++-+++-t-+ Process from Point/Station 435.888 to Point/Station 436.8ElEl **** IMPROVED CHANNEL TRAVEL TI~IE ***"' Upstream point elevation= 151.8El6(Ft.) Downstream point elevation = 113.6El6(Ft.) Channel length thru subarea = 88.ElElEl(Ft.) Channel base width = e.S6El(Ft.) Slope or 'Z' of left channel bank = 2.eee Slope or •z• of right channel bank = z.eee Estimated mean flow rate at midpoint of channel = 1.859(CFS) Manning's 'N' = 8.818 Maximum depth of channel = 1.888(Ft.) Flow(q) thru subarea = 1.869(CFS) Depth of flow = a.128(Ft.), Average velocity= 11.834(Ft/s) Channel flow top width = 1.813(Ft.) Flow Velocity = 11.63(Ft/s) Travel time ·= 6.13 min. Time of concentration = 6.86 min. Critical depth = 8.342(Ft.) Adding area flow to channel Decimal fraction soil group A = 8.888 Decimal fraction soil group B = 8.880 Decimal fraction soil group c = e.aaa Decimal fraction soil group D = 1.eaa [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = a.0ea Sub-Area C Value = 0.358 Rainfall intensity= 5.796(In/Hr) for a 168.6 year storm Effective runoff coefficient used for total area (Q:KCIA) is C = 0.350 CA : 0.297 Subarea runoff= 1.968(CFS) for e.830(Ac.) Total runoff= 2.022(CFS) Total area= e.858(Ac.) Depth of flow= e.179(Ft.), Average velocity= 13.186(Ft/s) Critical depth = 9.469(Ft.) +++++++++++++++++++++t+++t-+++++++++++++++++++++++++++++++++t-++++++++++ Process from Point/Station 436.668 to Point/Station 454.080 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation= 113.888(Ft.) Downstream point/sta·tion elevation : ~67 .eee(Ft.) Pipe length = 158.68(Ft.) Manning's N = El.El13 No. of pipes : 1 Required pipe flow : 2.622(CFS) Nearest computed pipe diameter = 9.88(In.) Calculated individual pipe flow = 2.622(CFS) Normal flow depth in pipe : 5.88(In.) Flow top <<~idth inside pipe = 8.92(In.) Critical Depth= 7.74(In.) Pipe flow velocity= 7.86(Ft/s) Travel time through_ pipe= 8.32 min. ""!'\\ P:\246820\Engr\Reports\DRAIN-FEIJ-lYDRO Page23 of28 Time of concentration (TC) 6.31 min. ++++++++++++~i~+++++++++++++++++++++++++++++++++++++++·~+++++++++++ Process from Point/Station 436.000 to Point/Station 454.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.850(Ac.) Runoff from this stream = 2.622(CFS) Time of concentration = 6.31 min. Rainfall intensity = 6.573(In/Hr) Summary of stream data: Stream No. Flo~.• rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 60.205 14.88 3.781 2 2.622 6.31 6.573 Qmax(1) = 1.0a0 * 1.000 * 50.285) + 0.575 * 1.000 * 2.022) + = 61.368 Qmax(2) = 1.eoa * 0.424 * 60.205) + 1.0aa * 1.886 "' 2.622) + = 27.568 Total of 2 streams to confluence: Flow r•ates before confluence point: 68.205 2.022 Maximum fl01~ rates at confluence using above data: 51.368 27.568 Area of streams before confluence: 31. 09B 0. sse Results of confluence: Total flow rate = 61.368(CFS) Time of concentration = 14.881 min. Effective stream area after confluence= 31.940(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 454.000 to Point/Station 456.Baa **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation~ l87.080(Ft.) Downstream point/station elevation ~ 93.886(Ft.) Pipe length = 326.6B(Ft.) Manning's N = B.B13 No. of pipes ~ 1 Required pipe flow = 61.368(CFS) Nearest computed pipe diameter = 27.66(In.) Calculated individual pipe flow = 61.368(CFS) Normal flow depth in pipe = 2l.14(In.) Flow top width inside pipe= 22.26(In.) Critical depth could not be calculated. Pipe flow velocity = 18.38(Ft/s) Travel time through pipe = 8.30 min. Time of concentration (TC) = 15.18 min. P:\2468.20\Engr\ReportsiDRAiN·FE\HYDRO Page 24 of28 ·.,riiriie'd::3i9/~6Wi:·.· ; .... , , .s4oopwo:om .. : .... ~. :: . . . ... J~~~~~!!~)~W .. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 454.888 to Point/Station 456.800 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 stream flow area = 31.948(Ac.) Runoff from this stream = 61.368(CFS) Time of concentration = 15.18 min. Rainfall intensity = 3.733(In/Hr) Program is nO\" starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++T+++++~++iltliillilli+++++++++ Process from Point/Station 430.000 to Point/Station 431.008 **** INITIAL AREA EVALUATION *~** oecimal fraction soil group A = 0.000 oecimal fraction soil group B = 0.009 Oecimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [HIGH DENSITY RESIDENTIAL (43.0 DU/A or Less ) Impervious value, Ai = 0.800 Sub-Area C Value= 0.790 Initial subarea total flow distance = 10B.000(Ft.) Highest elevation = 123.890(Ft.) Lowest elevation= 122.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 1.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.00 %, in a development type of 43.0 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.50 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.S)/(% slopeA(1/3)] TC = [1.8*(1.1-0.7908)*( 65.808A.S)/{ 1.000A(1/3)]-4.50 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 35.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.71 minutes for a distance of 35.99 (Ft.) and a slope of 1.00 % ~~ith an elevation difference of 8.35(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) = 0.710 Minutes rt=[(11.9*0.0066A3)/( 0.35)JA.3BS= 0.11 Total initial area Ti = 4.50 minutes from Figure 3-3 formula plus 0.71 minutes from the Figure 3-4 formula= 5.21 minutes Rainfall intensity (I) = 7.441(In/Hr) for a 100.0 year storm Erfective runoff coefficient used for area (Q=KCIA) is C = 0.790 Subarea runoff = 1.999(CFS) Total initial stream area = 9.340(Ac.) ~++++++TT++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 431.090 to Point/Station 432.099 **** IMPROVED CHANNEL TRAVEL TIME **** /'!'""'. ' 'i P:\2468.20\Engr\Reports\DRAIN-FE\HYDRO Page 25of28 W.~~WWi:~r~J~~1~t~~=~~t4~l~~~~M.11'\::::·,:\:·;i,:·i!.< Upstream point elevation = 122.090(Ft.) Downstream point elevation = 115.309(Ft.) Channel length thru subarea = 875.808(Ft.) Channel base width = 5.00El(Ft,) Slope or •z• of left channel bank = 5.888 Slope or •z• of right channel bank = s.eee Estimated mean flow rate at midpoint of channel Manning's 'N' = 6.818 Maximum depth of channel = 2.888(Ft.) Fl01-1(q) thru subarea = 13.25B(CFS) Depth of flow= 6.486(Ft.), Average velocity Channel flow top width = 9.857(Ft.) Flow Velocity = 3.67(Ft/s) Travel time .. = 3.97 min. Time of concentration = 9.18 min. Critical depth = 9.594(Ft.) Adding area flow to channel Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (43.6 DU/A or Less ) Impervious value, Ai = 8.880 Sub-Area c Value= 0.798 0.000 e.00e 0.000 1.808 13.25fl(CFS} 3.673(Ft/s) Rainfall intensity= 5.163(In/Hr) for a 100.0 year Effective runoff coefficient used for total area storm (Q=KCIA) is C = 0.798 CA = 4.732 Subarea r·unoff = 22.435(CFS) for Total runoff = 24.434(CFS) Total Depth of flo10 = 0.669(Ft.), Average Critical depth = 0.71l(Ft.) 5.659(Ac.) area = 5.990(Ac.) velocity = 4.380(Ft/s) ++++++++tllllflllfll+++++++++++++-t+++t+++++++++-t-+-H-+i-+++++++++++++++++ Precess from Point/Station 429.800 to Point/Station 432.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = Decimal fraction soil group 8 Decimal fraction soil group C Decimal fraction soil group D [UNDISTURBED NATURAL TERRAIN (Permanent Open Space ) Impervious value, Ai = 0.000 Sub-Area c Value = 9.350 0.000 0.e0e 0.000 1.900 Time of concentration = 9.18 min. Rainfall intensity = 5.163(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.743 CA = 4.984 Subarea runoff= 1.391(CFS) for fl.729(Ac.) Total runoff= 25.73S(CFS) Total area = 6.7lfl(Ac.) ++T++++++++++TT+++++II IIIII! IT+++++T++T+++++++++++++++++++++++++++++++ Process from Point/Station 432.000 to Point/Station 457.009 P:\246310\Engr\Reports\DRAIN-FE\HYDRO Page 26 of28 ·~ , .. , ... ·. . ... S4DOP100.oiit~.: ... : ... ,"_,;:,( .~::··::;.,<'':;_{ ..... {:.::. .::/ ·.:;;-:::>· .. :·:::'::: . ... iPririted::3/9/2015 . : i • :. • . • ·: • ·, • '''Moilifled:;3/912015::m:37:43'AMAM'· :·' ·· ·, ·. •. .. • .,:·.:~: ... ~:· .. ~ :c·,·;::· :.: ··::.:;·~·~·;.:~:!:;;;::~~:~:=·.,.., :\:· :"t~: .. :::,·~· .... ,:·.-..:=:;;.;.·, :;: ~ ·;::;··~··~:.~; .. :.:~ .. :::·, .•.·:'.\·~ '::::;~;.:, **** PIPEFLO~J TRAVEL TIME (Program estimated size) Upstream point/station elevation = 101.BI3B(Ft.) Om~nstream point/station elevation = 11313.13130(Ft.) Pipe length = 1413.1313(Ft.) Manning's N = 0.013 **** No. of pipes = 1 Required pipe flow = 25.735(CFS) Nearest computed pipe diameter = 27.1313(In.) Calculated individual pipe flm1 = 25.735 (CFS) Normal flow depth in pipe= 21.75(In.) Flm1 top width inside pipe = 21.37 (In.) Critical Depth = 21.26(In.) Pipe flow velocity= 7.513(Ft/s) Travel time through pipe = 13.31 min. Time of concentration (TC) = 9.49 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 457.81313 to Point/Station 456.131313 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 13.131313 Decimal fraction soil group B = 13.13013 Decimal fraction soil group c = 13.BBB Decimal fraction soil group D = 1.1300 [LOW DENSITY RESIDENTIAL (1.13 DU/A or Less ) Impervious value, Ai ~ 13.1130 Sub-Area c Value = 0.410 Time of concentration = 9.49 min. Rainfall intensity : 5.054(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q~KCIA) is C ~ 0.708 CA = 5.308 Subarea runoff = 1.09B(CFS) for 0.79B(Ac.) Total runoff = 26.825(CFS) Total area = 7.508(Ac.) ++++++-1-++++++++-t-1-++++++++++++++++++++++++-t-++++++++++++++++++++++++++;-+ Process from Point/Station 432.086 to Point/Station 456.13138 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 7.586(Ac.) Runoff from this stream = 26.825(CFS) Time of concentration = 9.49 min. Rainfall intensity = 5.854(In/Hr) Summary of stream data: Stream Flow rate No. (CFS) TC (min) Rainfall Intensity (In/Hr) 1. 61..368 15.18 3.733 2 26.825 9.49 5.854 Qmax(l) = 1.008 * 1.61313 * 61. 368) + 13.739 * 1.666 * 26.825) + = 81.1.85 P:\246820\Engr\Reports\DRAIN-FEIJ-IYDRO Page 27 of28 Qmax(2) -~,i~~!~~~~fit~gr! . !.'!; ·:.~:.,1:::: ......... : 1.0130 * 1.1300 * 0.625 * 1.000 * 61.368) + 26.825) + Total of 2 main streams to confluence: Flow rates before confluence point: 61.368 26.825 65.203 Maximum flow rates at confluence using above data: 81,185 65.203 Area of streams before confluence: 31.9413 7.506 Results of confluence: Total flow rate = 81.185(CFS) Time of concentration = 15.176 min. Effective stream area after confluence End of computations, total study area = P:\246820\Engr\Reports\DRAIN-FEIJ-IYDRO 39.440(Ac.) 39.448 (Ac.) Page28 of28 SB&D~ PLANNING ENGINEERING SURVEYING Exhibit B: Node-to-Node CivilD Analyses Proposed Conditions, 100-Year LineA D:\71472 Quarry Creek\Reports\Hydrology\20151028, R3, Final Drainage Report-Copy.docx 71472 .out san Diego county Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2014 Version 9.0 Rational method hydrology program based on san Diego county Flood control Division 2003 hydrology manual Rational Hydrology study Date: 10/27/15 Planning Area R-3 100 Year Hydrology 71472 Hydrology Study Control Information ********** Program License Serial Number 6334 Rational hydrolo~y study storm event year is English (in-lb) 1nput data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.900 24 hour precipitation(inches) = 5.100 P6/P24 = 56.9% san Diego hydrology manual 'c' values used 100.0 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 ~'*~'"'' USER DEFINED FLOW INFORMATION AT A POINT *~'** User specified 'c' value of 0.900 given for subarea Rainfall intensity (I) = 7.641(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 5.00 min. Rain intensity= 7.64(In/Hr) Total area = 0.018(Ac.) Total runoff = 0.124(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 3.000 ~dd'* STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ~d'** Top of street segment elevation= 31.520(Ft.) End of street segment elevation= 27.570(Ft.) Length of street segment = 232.000(Ft.) Height of curb above gutter flowline = 4.0(In.) width of half street (curb to crown) 12.000(Ft.) Distance from crown to crossfall grade break 10.670(Ft.) slope from gutter to grade break (v/hz) = 0.097 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 = S.OOO(Ft.) slope from curb to property line (v/hz) 0.020 Gutter width = 1.330(Ft.) Gutter hike from flowline 0.130(In.) Manning's N in gutter= 0.0150 Page 1 71472.out 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 = 1.818(CFS) Depth of flow= 0.157(Ft.), Average velocity= 2.472(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.636(Ft.) Flow velocity = 2.47(Ft/s) , Travel time= 1.56 min. TC = 6.56 min. Adding area flow to street Rainfall intensity (I) = 6.410(In/Hr) for a 100.0 year storm Decimal fraction soil group A = 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group c 0.000 Decimal fraction soil group D 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 Rainfall intensity = 6.410(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.714 CA = 0.559 subarea runoff= 3.457(CFS) for 0.764(Ac.) Total runoff= 3.581(CFS) Total area= 0.782(Ac.) Street flow at end of street= 3.581(CFS) Half street flow at end of street = 3.581(CFS) Depth of flow= 0.206(Ft.), Average velocity= 2.932(Ft/s) Flow width (from curb towards crown)= 11.099(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station 4.000 ;:1'** PIPE FLOW TRAVEL TIME (User specified size) **'~;, Upstream point/station elevation = Downstream point/station elevation = Pipe length 49.19(Ft.) slope = No. of p1pes = 1 Required pipe flow 21. 300(Ft.) 20.810(Ft.) 0.0100 Manning's N 3.581(CFS) Given pipe size = 12.00(In.) calculated individual pipe flow 3.581(CFS) Normal flow depth in pipe = 8.52(In.) Flow top width inside pipe = 10.89(In.) Critical Depth = 9.69(In.) Pipe flow velocity = 6.01(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 6.70 min. 0.011 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 **** SUBAREA FLOW ADDITION 'fdd'* Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D = [HIGH DENSITY RESIDENTIAL 6.326(In/Hr) = 0.000 = 0.000 0.000 1.000 (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 Time of concentration= 6.70 min. for a 100.0 year storm J Rainfall intensity= 6.326(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.714 CA = 0.657 subarea runoff= 0.573(CFS) for 0.138(Ac.) Total runoff = 4.154(CFS) Total area = o~920(Ac.) Page 2 71472.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.000 to Point/Station 5.000 i:i:id: PIPE FLOW TRAVEL TIME (User specified size) **i:i: Upstream point/station elevation = 20.480(Ft.) Downstream point/station elevation = 19.090(Ft.) Pipe len~th 138.77(Ft.) slope= 0.0100 Manning's N No. of p1pes = 1 Required pipe flow = 4.154(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow = 4.154(CFS) Normal flow depth in pipe= 7.17(In.) 0.011 Flow top width inside pipe= 17.62(In.) critical Depth = 9.37(In.) Pipe flow velocity= 6.33(Ft/s) Travel time through pipe= 0.37 min. Time of concentration (TC) = 7.07 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 i:i<>'d: SUBAREA FLOW ADDITION *"~'*i' Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 6.113(In/Hr) = 0.000 0.000 0.000 = 1. 000 Time of concentration= 7.07 min. for a 100.0 year storm J Rainfall intensity = 6.113(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.712 CA = 1.027 subarea runoff 2.121(CFS) for 0.521(Ac.) Total runoff = 6.275(CFS) Total area = 1.441(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 'iddd' PIPEFLOW TRAVEL TIME (User specified size) "~<'~<'~<* Upstream point/station elevation = Downstream point/station elevation = Pipe len~th 83.18(Ft.) slope = No. of p1pes = 1 Required pipe flow Given pipe size = 18.00(In.) 18.760(Ft.) 16.000(Ft.) 0.0332 Manning's N 6.275(CFS) calculated individual pipe flow = 6.275(CFS) Normal flow depth in pipe = 6.48(In.) Flow top width inside pipe= 17.28(In.) Critical Depth = 11.62(In.) Pipe flow velocity = 10.95(Ft/s) Travel time through pipe= 0.13 min. Time of concentration (TC) = 7.19 min. 0.011 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station 6.000 '~'*-;:;, CONFLUENCE OF fv1AIN STREAMS "~<"~:id< The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 1.441(Ac.) Page 3 Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting 71472.out 6.275(CFS) 7.19 min. 6.043(In/Hr) with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.000 to Point/Station 8.000 ~'*1'* INITIAL AREA EVALUATION ~d'*~' Decimal fraction soil group A= Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value = 0.710 0.000 0.000 0.000 1.000 Initial subarea total flow distance Highest elevation = 32.500(Ft.) Lowest elevation= 30.700(Ft.) ] 60.000(Ft.) Elevation difference = 1.800(Ft.) Slope 3.000% Top of Initial Area slope adjusted by user to 2.000% INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of 24.0 DU/A or Less In Accordance with Figure 3-3 Initial Area Time of concentration = 4.83 minutes TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8*(1.1-0.7100)*( 75.000A.5)/( 2.000A(1/3)]= 4.83 calculated TC of 4.825 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall 1ntensity (I) = 7.641(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.710 subarea runoff= 0.152(CFS) Total initial stream area = 0.028(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 18.000 ~<1'** IMPROVED CHANNEL TRAVEL TIME 1'*1<>' Upstream point elevation= 30.700(Ft.) Downstream point elevation = 26.400(Ft.) channel length thru subarea 145.000(Ft.) channel base width = O.OOO(Ft.) slope or 'Z' of left channel bank= 1.000 slope or 'Z' of right channel bank = 1.000 Estimated mean flow rate at midpoint of channel Manning's 'N' = 0.015 Maximum depth of channel 0.500(Ft.) Flow(q) thru subarea = 0.303(CFS) Depth of flow= 0.286(Ft.), Average velocity Channel flow top width= 0.572(Ft.) Flow velocity= 3.70(Ft/s) Travel time 0.65 min. Time of concentration = 5.48 min. Critical depth= 0.355(Ft.) Adding area flow to channel Rainfall intensity (I) = 7.204(In/Hr) for a Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group c 0.000 Decimal fraction soil group D = 1.000 [UNDISTURBED NATURAL TERRAIN ] Page 4 0.303(CFS) 3.704(Ft/s) 100.0 year storm 71472.out (Permanent open space ) Impervious value, Ai = 0.000 sub-Area c value= 0.350 Rainfall intensity= 7.204(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.432 CA = 0.053 subarea runoff = 0.231(CFS) for 0.095(Ac.) Total runoff= 0.383(CFS) Total area= 0.123(Ac.) Depth of flow= 0.312(Ft.), Average velocity= 3.926(Ft/s) critical depth = 0.391(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 18.000 to Point/Station 9.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 21.800(Ft.) Downstream point/station elevation = 21.000(Ft.) Pipe len~th 76.60(Ft.) slope= 0.0104 Manning's N = 0.011 No. of p1pes = 1 Required pipe flow 0.383(CFS) Given pipe size = 6.00(In.) calculated individual pipe flow = 0.383(CFS) Normal flow depth in pipe= 3.22(In.) Flow top width inside pipe= 5.98(In.) Critical Depth= 3.77(In.) Pipe flow velocity= 3.55(Ft/s) Travel time through pipe= 0.36 min. Time of concentration (TC) = 5.84 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.000 to Point/Station 9.000 *idd< SUBAREA FLOW ADDITION *'~<** 6.915(In/Hr) 0.000 0.000 0.000 1.000 Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D = [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 Sub-Area c value= 0.710 Time of concentration = 5.84 min. for a 100.0 year storm ] Rainfall intensity = 6.915(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.655 CA = 0.407 subarea runoff= 2.434(CFS) for 0.499(Ac.) Total runoff = 2.817(CFS) Total area = 0.622(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 6.000 *'~d<"~< PIPE FLOW TRAVEL TIME (User specified size) '~<*id< Upstream point/station elevation = Downstream point/station elevation = Pipe len~th = 110.09(Ft.) slope = No. of p1pes = 1 Required pipe flow Given pipe size = 18.00(In.) 21. OOO(Ft.) 16.000(Ft.) 0.0454 Manning's N 2.817(CFS) calculated individual pipe flow = 2.817(CFS) Normal flow depth in pipe= 3.97(In.) Flow top width inside pipe = 14.92(In.) critical Depth= 7.64(In.) Pipe flow velocity= 9.75(Ft/s) Travel time through pipe = 0.19 min, Page 5 0.011 71472.out Time of concentration (TC) = 6.03 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 6.000 *"~'** CONFLUENCE OF MAIN STREAMS "~'*** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.622(Ac.) Runoff from this stream 2.817(CFS) Time of concentration = 6.03 min. Rainfall intensity= 6.775(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 6.275 7.19 6.043 2 2.817 6.03 6. 775 Qmax(1) 1.000 -~~ 1.000 -·· 6.275) + 0.892 "1: 1.000 -!: 2 .817) + 8.788 Qmax(2) = 1.000 -1: 0.838 J. 6.275) + 1.000 J. 1.000 .c 2.817) + 8.074 Total of 2 main streams to confluence: Flow rates before confluence point: 6.275 2.817 Maximum flow rates at confluence using above data: 8.788 8.074 Area of streams before confluence: 1.441 0.622 Results of confluence: Total flow rate= 8.788(CFS) Time of concentration 7.193 min. Effective stream area after confluence 2.063(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station 6.000 *"~'** SUBAREA FLOW ADDITION "~:-!'*"~' Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 6.043(In/Hr) 0.000 0.000 0.000 1.000 Time of concentration = 7.19 min. for a 100.0 year storm ] Rainfall intensity = 6.043(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.697 CA = 1.634 subarea runoff 1.088(CFS) for 0.282(Ac.) Total runoff = 9.876(CFS) Total area = 2.345(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.000 to Point/Station 19.000 Page 6 71472 .out >'<1:b': PIPEFLOW TRAVEL TIME (User specified size) **H Upstream point/station elevation = 15.670(Ft.) Downstream point/station elevation = 15.000(Ft.) Pipe len~th 65.23(Ft.) slope = 0.0103 Manning's N No. of p1pes = 1 Required pipe flow = 9.876(CFS) Given pipe size = 18.00(In.) calculated individual pipe flow 9.876(CFS) Normal flow depth in pipe = 12.01(In.) Flow top width inside pipe = 16.96(In.) critical Depth= 14.54(In.) Pipe flow velocity= 7.88(Ft/s) Travel time through pipe = 0.14 min. Time of concentration (TC) = 7.33 min. 0.011 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 10.000 **** SUBAREA FLOW ADDITION **** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 5.970(In/Hr) 0.000 0.000 = 0.000 1.000 Time of concentration= 7.33 min. for a 100.0 year storm J Rainfall intensity = 5.970(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.699 CA = 1.885 subarea runoff 1.376(CFS) for 0.353(Ac.) Total runoff = 11.252(CFS) Total area = 2.698(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 19.000 to Point/Station 10.000 *i'*"' PIPEFLOW TRAVEL TIME (User specified size) '~<'~<*"' Upstream point/station elevation = Downstream point/station elevation = Pipe len~th 263.60(Ft.) slope = No. of p1pes = 1 Required pipe flow 14.670(Ft.) 12. 030(Ft.) 0.0100 Manning's 11.252 (CFS) N = 0.015 Given pipe size = 18.00(In.) NOTE: Normal flow is pressure flow in user The approximate hydraulic grade line above 2.330(Ft.) at the headworks or inlet selected pipe size. the pipe invert is of the pipe(s) Pipe friction loss = 4.025(Ft.) Minor friction loss = 0.944(Ft.) K-factor 1. 50 Pipe flow velocity = 6.37(Ft/s) Travel time through pipe = 0.69 min. Time of concentration (TC) = 8.02 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station 11.000 '1<1:** SUBAREA FLOW ADDITION ***'~' Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL 5. 633 (In/Hr) 0.000 0.000 0.000 = 1. 000 Page 7 for a 100.0 year storm J 71472 .out (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 Time of concentration = 8.02 min. Rainfall intensity = 5.633(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.702 CA = 2.560 subarea runoff= 3.169(CFS) for 0.951(Ac.) Total runoff= 14.421(CFS) Total area = 3.649(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Stati6n 10.000 to Point/Station 11.000 ~:;"'"'' PIPE FLOW TRAVEL TIME (User specified size) *"~:i:-1: Upstream point/station elevation = Downstream point/station elevation = Pipe len~th 92.26(Ft.) slope= No. of p1pes = 1 Required pipe flow 11. 700(Ft.) 10.390(Ft.) 0.0142 Manning's N 14.421(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow 14.421(CFS) Normal flow depth in pipe = 11.32(In.) Flow top width inside pipe = 23.96(In.) critical Depth = 16.41(In.) Pipe flow velocity = 9.89(Ft/s) Travel time through pipe = 0.16 min. Time of concentration (TC) = 8.18 min. 0.011 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 "~'*** SUBAREA FLOW ADDITION i:id:-1: Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 5.564(In/Hr) = 0.000 0.000 0.000 1.000 for a 100.0 year storm ] sub-Area c value= 0.710 Time of concentration = 8.18 min. Rainfall intensity= 5.564(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.703 CA.= 3.018 subarea runoff 2.370(CFS) for 0.645(Ac.) Total runoff= 16.791(CFS) Total area= 4.294(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 11.000 to Point/Station 12.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = Downstream point/station elevation = Pipe len~th = 134.81(Ft.) slope = No. of p1pes = 1 Required pipe flow Given pipe size = 24.00(In.) 10.060(Ft.) 8.710(Ft.) 0.0100 Manning's N 16.791(CFS) calculated individual pipe flow = 16.791(CFS) Normal flow depth in pipe = 13.78(In.) Flow top width inside pipe= 23.73(In.) critical Depth= 17.72(In.) Pipe flow velocity = 8.99(Ft/s) Travel time through pipe = 0.25 min. Time of concentration (TC) 8.43 min. Page 8 0.011 71472.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 "~:-!'*"'' SUBAREA FLOW ADDITION "'*'''"'' 5.457(In/Hr) Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c = Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 0.000 0.000 0.000 1.000 Time of concentration = 8.43 min. for a 100.0 year storm ] Rainfall intensity = 5.457(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.704 CA = 3.487 subarea runoff= 2.234(CFS) for 0.660(Ac.) Total runoff = 19.026(CFS) Total area = 4.954(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 ***"~' PIPE FLOW TRAVEL TIME (User specified size) ,.,.,,** Upstream point/station elevation = 8.710(Ft.) Downstream point/station elevation= 7.040(Ft.) Pipe len~th 167.28(Ft.) slope= 0.0100 Manning's N = 0.011 No. of p1pes = 1 Required pipe flow 19.026(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 19.026(CFS) Normal flow depth in pipe = 14.98(In.) Flow top width inside pipe = 23.25(In.) Critical Depth = 18.83(In.) Pipe flow velocity = 9.24(Ft/s) Travel time through pipe= 0.30 min. Time of concentration (TC) = 8.73 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 17.000 "''**"~' SUBAREA FLOW ADDITION .,,.,,** Rainfall intensity (I) = Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group c Decimal fraction soil group D [HIGH DENSITY RESIDENTIAL (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 5.334(In/Hr) = 0.000 0.000 0.000 1.000 Time of concentration= 8.73 min. for a 100.0 year storm ] Rainfall intensity = 5.334(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.704 CA = 3.625 subarea runoff= 0.311(CFS) for 0.195(Ac.) Total runoff= 19.337(CFS) Total area= 5.149(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 12.000 to Point/Station 13.000 **** CONFLUENCE OF MAIN STREAMS **** Page 9 71472.out The following data inside Main stream is listed: In Main Stream number: 1 stream flow area= 5.149(Ac.) Runoff from this stream 19.337(CFS) Time of concentration= 8.73 min. Rainfall intensity= 5.334(In/Hr) Program is now starting with Main stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 15.000 to Point/Station 16.000 **'"'' USER DEFINED FLOW INFORMATION AT A POINT *"~dd: user specified 'C' value of 0.900 given for subarea Rainfall intensity (I)= 7.641(In/Hr) for a 100.0 year storm user specified values are as follows: TC = 5.00 min. Rain intensity= 7.64(In/Hr) Total area = 0.021(Ac.) Total runoff = 0.144(CFS) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Proces~ from Point/Station 15.000 to Point/Station 16.000 1'**1' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation= 31.520(Ft.) End of street segment elevation= 19.500(Ft.) Length of street segment 681.200(Ft.) Height of curb above gutter flowline = 4.0(In.) Width of half street (curb to crown) 12.000(Ft.) Distance from crown to crossfall grade break 10.670(Ft.) slope from gutter to grade break (v/hz) = 0.097 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 5.000(Ft.) slope from curb to property line (v/hz) 0.020 Gutter width = 1.330(Ft.) Gutter hike from flowline = 0.130(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 = 2.418(CFS) Depth of flow= 0.175(Ft.), Average velocity= 2.692(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width= 9.533(Ft.) Flow velocity= 2.69(Ft/s) Travel time = 4.22 min. TC = 9.22 min. Adding area flow to street Rainfall intensity (I) = 5.150(In/Hr) for a 100.0 year storm user specified 'c' value of 0.900 given for subarea Rainfall intensity = 5.150(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.900 CA = 0.923 subarea runoff = 4.611(CFS) for 1.005(Ac.) Total runoff= 4.755(CFS) Total area= 1.026(Ac.) street flow at end of street= 4.755(CFS) Half street flow at end of street= 4.755(CFS) Depth of flow= 0.228(Ft.), Average velocity= 3.217(Ft/s) Note: depth of flow exceeds top of street crown, Flow width (from curb towards crown)= 12.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 13.000 *'"'<1' · SUBAREA FLOW ADDITION -iddd: Rainfall intensity (I) = 5.150(In/Hr) for a Page 10 100.0 year storm 71472.out Decimal fraction soil group A 0.000 Decimal fraction soil group B 0.000 Decimal fraction soil group c 0.000 Decimal fraction soil group D 1.000 [HIGH DENSITY RESIDENTIAL ] (24.0 DU/A or Less ) Impervious value, Ai = 0.650 sub-Area c value= 0.710 Time of concentration = 9.22 min. Rainfall intensity = 5.150(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.845 CA = 1.222 subarea runoff-1.536(CFS) for 0.420(Ac.) Total runoff= 6.291(CFS) Total area = 1.446(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 13.000 iddd< PIPE FLOW TRAVEL TIME (User specified size) **H Upstream point/station elevation = Downstream point/station elevation = Pipe len~th = 71.80(Ft.) Slope = No. of p1pes = 1 Required pipe flow Given pipe size = 18.00(In.) 14.000(Ft.) 7.040(Ft.) 0.0969 Manning's N 6.291(CFS) calculated individual pipe flow = 6.291(CFS) Normal flow depth in pipe = 4.91(In.) Flow top width inside pipe = 16.03(In.) critical Depth = 11.63(In.) Pipe flow velocity = 16.10(Ft/s) Travel time through pipe = 0.07 min. Time of concentration (TC) = 9.29 min. 0.011 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 16.000 to Point/Station 13.000 i<**'~< CONFLUENCE OF MAIN STREAMS '~'*'~d< The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.446(Ac.) Runoff from this stream 6.291(CFS) Time of concentration = 9.29 min. Rainfall intensity = 5.123(In/Hr) summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 19.337 8.73 5.334 2 6.291 9.29 5.123 Qmax(1) 1.000 i: 1.000 * 19.337) + 1.000 * 0.939 "· 6. 291) + 25.246 Qmax(2) = 0.960 "· 1.000 "· 19.337) + 1.000 "1: 1.000 "i: 6. 291) + 24.863 Total of 2 main streams to confluence: Flow rates before confluence point: 19.337 6.291 Maximum flow rates at confluence using above data: 25.246 24.863 Area of streams before confluence: 5.149 1.446 Page 11 71472 .out Results of confluence: Total flow rate = 25.246(CFS) Time of concentration 8.728 min. Effective stream area after confluence 6. 595(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 13.000 to Point/Station 17.000 **~:;, PIPEFLOW TRAVEL TIME (User specified size) "~<>~*~' Upstream point/station elevation= 6.540(Ft.) Downstream point/station elevation = 3.320(Ft.) Pipe len~th = 15.61(Ft.) Slope= 0.2063 Manning's N 0.011 No. of p1pes = 1 Required pipe flow 25.246(CFS) Given pipe size = 24.00(In.) calculated individual pipe flow = 25.246(CFS) Normal flow depth in pipe= 7.43(In.) Flow top width inside pipe= 22.19(In.) critical Depth = 21.21(In.) Pipe flow velocity= 30.52(Ft/s) Travel time through pipe = 0.01 min. Time of concentration (TC) 8.74 min. End of computations, total study area= 6.595 (Ac.) Page 12 SB&O~ PLANNING ENGINEERING SURVEYING Exhibit C: Inlet Sizing Calculations Inlet Summary Table Inlet Calculations Street Flow Profiles Interception Capacity Nomogram D:\71472 Quarry Creek\Reports\Hydrology\20151 028, R3, Final Drainage Report-Copy.docx Inlet Summary Table Inlet Inlet Intensity c Area Flow Rate Velocity Flow Depth Interception Min Length Length Type Factor (A C) (CFS) (FPS) (FT) Capacity (FT) Provided (FT) (CFSIFT) I 7.64 0.9 0.15 1.0 -0.17 1.9 0.54 4 Sump 2 7.64 0.9 0.08 0.6 1.9 0.43 0.7 0.79 4 Passing Grade 3 7.64 0.9 0.479 3.3 -0.68 1.9 1.73 4 Sump 4 7.64 0.71 0.08 0.4 0.9 0.20 --2 Grate on Grade 5 7.64 0.71 0.15 0.8 1.1 0.30 --2 Grate on Grade 6 7.64 0.71 0.12 0.7 1.0 0.28 --2 Grate on Grade 7 7.64 0.71 0.07 0.4 -0.07 --2 Grate Sump 8 7.64 0.71 0.04 0.2 -0.04 --2 Grate Sump 9 5.15 0.9 1.03 4.8 -0.79 1.9 2.51 5 Sump 10 7.64 0.71 0.126 0.7 1.0 0.28 --2 Grate on Grade Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. .NLET #1 Curb Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value = Sag = 4.00 = 0.50 = -0- = -0- = -0- = 0.087 = 0.020 = 4.00 = 1.50 = -0- = -0- Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass ( cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) Known Q = 1.00 = 1.00 = 1.00 = -0- = 4.79 = 100 = 0.69 = -0- = -0- = -0- ·--.... Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc . . NLET #2 Curb Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value ;:ons •nfeeL = On grade = 4.00 = 0.50 = -0- = -0- = -0- = 0.087 = 0.020 = 4.00 = 1.50 = 0.89 = 0.016 Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass ( cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) Known Q = 0.60 = 0.60 = 0.60 = -0- = 5.18 = 100 = 4.93 = 1.89 = -0- = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc . • NLET #3 Curb Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value SIOOSif'lfee: = Sag = 4.00 = 0.50 = -0- = -0- = -0- = 0.087 = 0.020 = 4.00 = 1.50 = -0- = -0- Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass ( cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) Known Q = 3.30 = 3.30 = 3.30 = -0- = 8.20 = 100 = 5.84 = -0- = -0-= -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. .NLET #4 Drop Grate Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ftlft) Slope, Sx (ftlft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value = On grade = -0-= -0-= -0- = 2.00 = 2.00 = 0.700 = 0.700 = -0- = 2.00 = 0.50 = 0.035 Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass ( cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ftls) Bypass Spread (ft) Bypass Depth (in) Known Q = 0.40 = 0.40 = 0.40 = -0-= 2.40 = 100 = 2.57 = 0.87 = 2.03 = 0.12 Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. .NLET #5 Drop Grate Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft!ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value s1ons m feet = On grade = -0-= -0-= -0- = 2.00 = 2.00 = 0.700 = 0.700 = -0- = 2.00 = 0.50 = 0.035 j__· ------- Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass ( cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) 1 I I 4-0.43 fll---~ ----2-.00 ---+-0:;; Known Q = 0.80 = 0.80 = 0.79 = 0.01 = 3.60 = 99 = 2.86 = 1.10 = 2.06 = 0.24 Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Wednesday, Oct 28 2015 .NLET #6 Drop Grate Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width {ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value = On grade = -0-= -0- = -0- = 2.00 = 2.00 = 0.700 = 0.700 = -0- = 2.00 = 0.50 = 0.035 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass ( cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) Known Q = 0.70 = 0.70 = 0.69 = 0.01 = 3.36 = 99 = 2.80 = 1.04 = 2.06 = 0.24 ~~~~·~~~·~· ~~#~~~~~·~~~~-~~: .. ~----~ --t-..! '~ -+'-~ Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. .NLET #7 Drop Grate Inlet Location Curb Length (ft} Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value = Sag = -0- = -0- = 4.00 = 2.00 = 2.00 = 0.700 = 0.700 = -0- = 2.00 = -0-= -0- Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass (cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) Known Q = 0.40 = 0.40 = 0.40 = -0- = 0.78 = 100 = 2.19 = 1.04 = -0-= -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. .NLET #8 Drop Grate Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value s.:onsmfe = Sag = -0- = -0- = 4.00 = 2.00 = 2.00 = 0.700 = 0.700 = -0- = 2.00 = -0- = -0- Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass ( cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) Known Q = 0.20 = 0.20 = 0.20 = -0- = 0.49 = 100 = 2.12 = 1.04 = -0- = -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. Curb Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter Width (ft) Gutter Slope (%) Gutter n-value = Sag = 5.00 = 0.50 = -0- = -0- = -0- = 0.087 = 0.020 = 4.00 = 1.50 = -0- = -0- l 1.5 I -----r--9Ji8 Wednesday, Oct 28 2015 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass (cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) Bypass Spread (ft) Bypass Depth (in) I -t-1 Known Q = 4.80 = 4.80 = 4.80 = -0- = 9.52 = 100 = 11.38 = -0- = -0-= -0- Inlet Report Hydraflow Express Extension for AutoCAD® Civil 30® 2013 by Autodesk, Inc. INLET #10 Drop Grate Inlet Location Curb Length (ft) Throat Height (in) Grate Area (sqft) Grate Width (ft) Grate Length (ft) Gutter Slope, Sw (ft/ft) Slope, Sx (ft/ft) Local Depr (in) Gutter \/Vidth (ft) Gutter Slope(%) Gutter n-value = = = = = = = = = - = = On grade -0- -0- -0- 2.00 2.00 0.700 0.700 -0- 1""\ r"'<(' 0.50 0.035 Calculations Compute by: Q (cfs) Highlighted Q Total (cfs) Q Capt (cfs) Q Bypass (cfs) Depth at Inlet (in) Efficiency (%) Gutter Spread (ft) Gutter Vel (ft/s) ) I ::ss Sprc.~: .! ,~'"~:. Bypass Depth (i1-1) Wednesday, Nov 4 2015 Known Q = 0.70 = 0.70 = O.G9 = 0.01 = 3.36 = 99 = 2.80 1.04 '"' ("','"' ) -0.2t Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Driveway E Northerly 41nch Rolled Curb User-defined Invert Elev (ft) Slope(%) N-Value Calculations Compute by: Known Q (cfs) = 1.00 = 0.89 = 0.015 Known Q = 2.40 (Sta, El, n)-(Sta, El, n) ... Highlighted Depth (ft) Q (cfs) Area (sqft) Velocity (ft/s) Wetted Perim (ft) Grit Depth, Yc (ft) Top Width (ft) EGL (ft) ( 0.00, 1.33)-(0.17' 1.33, 0.013)-(0.67, 1.00, 0.013)-(2.00, 1.13, 0.013)-(12.67, 1.34, 0.015) Elev (ft) Section 2.00 1.75 I· 1.50 .... ""' -, -== ------~ L.-----~ L.-----v 1.25 1.00 0.75 -2 0 2 4 6 8 10 12 Sta (ft) Wednesday, Oct 28 2015 = 0.31 = 2.400 = 1.22 = 1.96 .= 11.05 = 0.32 = 10.95 = 0.37 14 16 Depth (ft) 1.00 0.75 0.50 0.25 0.00 -0.25 Channel Report Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Wednesday, Oct 28 2015 Driveway E Southerly 6 Inch and Gutter Gutter Highlighted Cross Sl, Sx (ft/ft) = 0.020 Depth (ft) = 0.29 Cross Sl, Sw (ft/ft) = 0.087 Q (cfs) = 2.400 Gutter Width (ft) = 1.50 Area (sqft) = 0.95 Invert Elev (ft) = 1.00 Velocity (ft/s) = 2.53 Slope(%) = 0.89 Wetted Perim (ft) = 9.64 N-Value = 0.015 Crit Depth, Yc (ft) = 0.32 Spread Width (ft) = 9.35 Calculations EGL (ft) = 0.39 Compute by: Known Q Known Q (cfs) = 2.40 Elev (ft) Section Depth (ft) 2.00 1.00 i--I·· . . 1.75 0.75 ,. .. . ..... ... ~ ~ ~ ~ ~, ~ 1.50 0.50 ,..- ~ ,..,..- ~ v 1.25 1.00 0.25 0.00 0.75 -0.25 0 2 4 6 8 10 12 14 16 18 20 22 24 Reach (ft) SB&D~ PLANNING ENGINEERING SURVEYING Exhibit D: Hydraulic Calculations WSPGW Calculations D:\71472 Quarry Creek\Reports\Hydrology\20151028, R3, Final Drainage Report-Copy.docx r3.0UT !f-FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package serial Number: 3093 PAGE 1 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry Creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I water I Q I Vel vel I Energy I super !Critical I Flow TopiHeight/IBase Wtl Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. 1 Elev I Depth I Width IDia.-FTior I.D. 1 ZL -1--1--1--1--1--1--1--1--1--1--1--1--1- INo Wth IPrs/Pip -I L/Elem ICh slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Falll ZR *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** !Type ch I I I I I I I I I I I I I******* 1000.000 103.170 .914 104.084 25.30 18.09 5.08 109.17 .00 1.77 1.99 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-1.439 .2268 .0472 .07 .91 3.81 .60 .011 .00 I I I I I I I I I I I I 1001.439 103.496 .933 104.430 25.30 17.60 4.81 109.24 .00 1.77 2.00 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-2.184 .2268 .0427 .09 .93 3.65 .60 .011 .00 I I I I I I I I I I I I 1003.623 103.992 .968 104.960 25.30 16.78 4.37 109.33 .00 1.77 2.00 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-1.906 .2268 .0376 .07 .97 3.40 .60 .011 .00 I I I I I I I I I I I I 1005.529 104.424 1.005 105.429 25.30 16.00 3.97 109.40 .00 1.77 2.00 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1- 1.666 .2268 .0331 .06 1.01 3.17 .60 .011 .00 I I I I I I I I I I I I 1007.195 104.802 1.044 105.846 25.30 15.25 3.61 109.46 .00 1.77 2.00 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-1.457 .2268 .0292 .04 1.04 2.95 .60 .011 .00 I I I I I I I I I I I I 1008.652 105.132 1.084 106.217 25.30 14.54 3.28 109.50 .00 1.77 1.99 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-1.273 .2268 .0257 .03 1.08 2.74 .60 .011 .00 I I I I I I I I I I I I 1009.925 105.421 1.127 106.548 25.30 13.87 2.99 109.53 .00 1.77 1.98 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-1.110 .2268 .0227 .03 1.13 2.55 .60 .011 .00 I I I I I I I I I I I I 1011.035 105.672 1.172 106.845 25.30 13.22 2.71 109.56 .00 1.77 1.97 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-.963 .2268 .0201 .02 1.17 2.36 .60 .011 .00 I I I I I I I I I I I I 1011.998 105.891 1.220 107.111 25.30 12.61 2.47 109.58 .00 1.77 1.95 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-.832 .2268 .0178 .01 1.22 2.19 .60 .011 .oo !f-FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 3093 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I 1 I-PIPE I 1 I- PIPE I 1 I- PIPE I 1 I- PIPE I 1 I-PIPE I 1 I-PIPE I 1 I- PIPE I 1 I- PIPE I .00 1 1- .00 PIPE PAGE .0 .0 .0 .0 .0 .0 .0 .0 .0 2 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel vel I Energy I super I Critical I Flow TopiHeight/IBase Wtl I No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTior I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem ICh slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Falll ZR IType Ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I I I I I I I 1012.830 106.080 1.270 107.350 25.30 12.02 2.24 109.59 .00 1.77 1.93 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- Page 1 . 712 I 1013.542 -1- .601 I 1014.143 -1- .497 I 1014.640 -1-.398 I 1015.038 -1- .299 I 1015.337 -1- .197 I 1015.534 -1- .076 I 1015.610 -1- .2268 I 106.241 -1- .2268 I 106.377 -1- .2268 I 106.490 -1- .2268 I 106.580 -1- .2268 I 106.648 -1- .2268 I 106.693 -1- .2268 I 106.710 -I- JUNCT STR .0825 I I 1019.610 107.040 -1--1- 16.330 .0098 -'?-FILE: r3.WSW I 1. 324 -I- I 1. 382 -I- I 1.444 -I- I 1. 511 -I- I 1. 586 -I- I 1.669 -I- I 1. 769 -I- I 2.515 -I- I 107.565 -I- I 107.759 -I- I 107.934 -I- I 108.091 -I- I 108.234 -I- I 108.362 -I- I 108.479 -I- I 109.555 -I- I 25.30 -I- I 25.30 -I- I 25.30 -I- I 25.30 -I- I 25.30 -I- I 25.30 -I- I 25.30 -I- I 19.00 -I- 11.46 -I- 10.93 -I- 10.42 -I- 9.93 -I- 9.47 -I- 9.03 -I- 8.61 -I- 6.05 -I- .0158 .01 I 2.04 109.60 -1--1-.0140 .01 I 1. 85 109.61 -1--1- .0125 .01 I 1. 69 109.62 -1--1- .0112 .00 I 1. 53 -1- .0101 I I 109.62 -1- .00 1.39 109.63 -1--1-.0091 .00 I 1.27 109.63 -1--1-.0083 .00 I I 1.15 109.63 -1--1- .0065 .03 I I 1. 27 I .00 -1- 1.32 I .00 -1- 1.38 I .00 -1- 1.44 I .00 -1- 1.51 I .00 -1- 1.59 I .00 -1-1.67 I .00 -1- 1.83 . 57 110. 12 . 00 -1--1--1-.0051 .08 .00 W S P G W -CIVILDESIGN Version 14.06 Program Package serial Number: 3093 r3.0UT 2.03 . 60 1. 77 -1- 1.87 1.77 I -1- 1.72 1.77 -1- 1.58 1.77 -1- 1.44 I 1.77 -1- 1.30 1.77 -1- 1.16 1.77 1.00 I -I- 1. 57 I -1- .00 1.89 .60 1.85 .60 1. 79 .60 1.72 .60 1.62 .60 1.49 .60 1.28 .00 1. 25 .011 I 2.000 -1--1- .011 I 2.000 -1--1- .011 2.000 -1--1- .011 2.000 -1--1- .011 I 2.000 -1--1-.011 2.000 -1--1-.011 I 2.000 -1--1- .011 I 2.000 -1--1- .011 .oo I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .000 -1-.00 I .000 -1-.00 I .000 -1- .00 I .000 -1- .00 .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1-.00 PIPE I .00 1 .0 1-.00 PIPE I .00 1 .0 1- .00 PIPE I .00 1 .0 1- .00 PIPE PAGE 3 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I vel vel I Energy I Super !CriticaliFlow TopiHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I width !Dia.-FT!or I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem jch slope I I I I SF Ave! HF ISE Dpth!Froude N!Norm Dp I "N" I X-Fall I ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I I I I I I I 1035.940 107.200 2.490 109.690 19.00 6.05 .57 110.26 .00 1.57 .00 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1-98.943 .0100 .0050 .49 2.49 .00 1.25 .011 .00 .00 PIPE I I I I I I I I I I I I I 1134.883 108.189 2.000 110.189 19.00 6.05 .57 110.76 .00 1.57 .00 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-6.681 .0100 .0047 .03 2.00 .00 1.25 .011 .00 .00 I I I I I I I I I I I I 1 I- PIPE I .0 1141.564 108.256 1.958 110.214 19.00 6.08 .57 110.79 .00 1.57 .58 2.000 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-I-HYDRAULIC JUMP I 1141.564 -1- 80.376 I 108.256 -1- .0100 I I 1221.940 109.060 I 1. 246 -I- I 1. 215 I 109.502 -I- I 110.275 I 19.00 -I- I 19.00 9.24 -I- 9. 51 I 1. 32 -1- .0104 I 1.40 110.83 -1- .83 111.68 .00 -1- 1.25 I .03 1. 57 -1- 1.58 I 1.94 1. 25 1.57 1.95 Page 2 2.000 -1--1- .011 2.000 I .000 -1- .00 I .000 .00 .00 .00 1 I-PIPE I 1 .0 .0 -1- 42.850 -1- .0100 -I--1- .0085 I -I- . 36 -1- 1.25 I r3.0UT -1- 1.66 1.17 I -1--1- .010 I -1- .00 1-.00 PIPE I I 1264.790 -1- 26.366 I 109.490 -1- .0100 -I- I 1. 258 -I- -I- I 110.748 -I- -I- I 19.00 -I-9.13 -I-1.29 112.04 -1--1-.03 -1- 1.29 1.57 1.93 -1- 2.000 -1--1- I .000 -1- .00 .00 1 .0 1- .0076 .20 1.55 1.17 .010 .00 PIPE I I I I I 1291.156 -1- 15.250 I 109.754 -1- .0100 I 1.311 -I- I 111.065 I 19.00 8.70 -I- I 1.18 -1- .0067 I 112.24 -1- .10 .02 -1- 1.34 1.57 1.90 2.000 I .000 .00 1 .0 -I--I--1- 1.43 1.17 I I I -1--1- .010 -1- .00 1- .00 PIPE I I 1306.406 -1- 9.016 I 109.907 -1- .0100 I 1. 368 -I- I 111.274 -I- I 19.00 -I-8.30 -I-1. 07 112. 34 . 02 1.57 1.86 -1--1--1--1-2.000 -1--1- I .000 -1- .00 .00 1 .0 1- .0060 .05 1.39 1.32 1.17 .010 .00 PIPE I I I I I I I 1315.422 109.997 I 1.429 -I- I 111.426 I 19.00 7.91 -I-.97 112.40 .02 1.57 1.81 2.000 I .000 -1- .00 .00 1 .0 -1--1- 4.798 .0100 -1--1--1-.0054 .03 1.45 -I--1- 1.21 1.17 1- .00 PIPE -1--1- .010 -I- ~ FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package Serial Number: 3093 PAGE 4 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel vel I Energy I super !critical !Flow Top!Height/!Base Wtl !No Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width !Dia.-FT!or I.D. I ZL !Prs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem ICh Slope I I I I SF Avel HF ISE Dpth!Froude N!Norm Dp I "N" I X-Fall I ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I I I I I I I 1320.220 110.045 1.495 111.540 19.00 7.55 .88 112.42 .02 1.57 1.74 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-1.480 .0100 .0048 .01 1.51 1.10 1.17 .010 .oo .00 I I I I I I I I I I I I 1321.700 110.060 1.568 111.628 19.00 7.19 .80 112.43 .00 1.57 1.65 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- JUNCT STR .0825 .0042 .02 1.57 1.00 .011 .00 .00 I I I I I I I I I I I I 1325.700 110.390 2.013 112.403 14.40 4.58 .33 112.73 .00 1.37 .00 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 1.404 .0142 .0029 .00 .00 .00 .94 .011 .oo .00 I I I I I I I I I I I I 1327.104 110.410 2.000 112.410 14.40 4.58 .33 112.74 2.00 1.37 .00 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-10.393 .0142 .0027 .03 2.00 .00 .94 .011 .00 .00 I I I I I I I I I I I I 1337.496 110.557 1.857 112.415 14.40 4.73 .35 112.76 .00 1.37 1.03 2.000 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--I-HYDRAULIC JUMP I I I I I I I I I I I 2.000 1337.496 110.557 .976 111.533 14.40 9.46 1.39 112.92 .01 1.37 2.00 -1--1--1--1--1--1--1--1--1--1- 20.753 .0142 .0120 .25 .99 1.91 I I I I I I I I I 1358.249 110.852 1.004 111.856 14.40 9.12 1.29 113.15 .01 1.37 -1--1--1--1--1--1--1--1--1- 22.998 .0142 .0108 .25 1.01 I I I I I I I I 1381.248 111.179 1.043 112.221 14.40 8.70 1.17 113.40 .01 -1--1--1--1--1--1--1--1--1-14.071 .0142 .0095 .13 1.05 -1- 1.81 1. 37 -1- 1.68 .94 2.00 .94 2.00 .94 I I I I I I I I I Page 3 -1--1- .011 2.000 -1--1- .011 2.000 -1--1- .011 I .000 -1- .00 I .000 -1- .00 I .000 -1- .00 I .00 .00 .00 .00 .00 .00 1 I-PIPE I 1 I- PIPE I 1 I- PIPE I 1 I-PIPE I 1 I- I 1 I- PIPE I 1 I- PIPE I 1 I- PIPE I .0 .0 .0 .0 .0 .0 .0 .0 r3.0UT 1395.319 111.379 -1--1- 9.346 .0142 1.083 -I-112.462 14.40 8.29 1.07 113.53 .01 -1--1--1--1--1--1-1. 37 1. 99 -1-2.000 -1--1-.000 -1-.00 .00 1 .0 1-.0084 .08 1.09 1.57 . 94 .011 .00 PIPE ~ FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package serial Number: 3093 PAGE 5 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I water I Q I vel vel I Energy I super !critical I Flow TopiHeight/IBase Wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I Width IDia.-FTior I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem ICh slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Falll ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I I I I I I I 1404.665 111.511 1.126 112.637 14.40 7.91 .97 113.61 .01 1.37 1.98 2.000 .000 .00 1 I-PIPE -1--1--1--1--1--1--1--1--1--1--1--1--1-6.354 .0142 .0074 .05 1.13 1.45 .94 .011 .00 I I I I I I I I I I I I 1411.018 111.601 1.171 112.772 14.40 7.54 .88 113.65 .01 1.37 1.97 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-4.270 .0142 .0065 .03 1.18 1.35 .94 .011 .00 I I I I I I I I I I I I 1415.288 111.662 1.218 112.880 14.40 7.19 .80 113.68 .01 1.37 1.95 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-2.672 .0142 .0058 .02 1.22 1.25 .94 .011 .00 I I I I I I I I I I I I 1417.960 111.700 1.269 112.969 14.40 6.85 .73 113.70 .00 1.37 1.93 2.000 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-JUNCT STR .0825 .0077 .03 1.27 1.16 .011 .00 I I I I I I I I I I I I 1421.960 112.030 1.123 113.153 11.30 7.96 .98 114.14 .01 1.28 1.30 1.500 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-68.020 .0100 .0100 .68 1.13 1.34 1.12 .011 .00 I I I I I I I I I I I I 1489.980 112.710 1.122 113.832 11.30 7.97 .99 114.82 .00 1.28 1.30 1.500 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-94.740 .0100 .0100 .95 1.12 1.35 1.12 .011 .00 I I I I I I I I I I I I 1584.720 113.659 1.122 114.782 11.30 7.97 .99 115.77 .00 1.28 1.30 1.500 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-73.022 .0100 .0097 .71 1.12 1.35 1.12 .011 .00 I I I I I I I I I I I I .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 I 1 I- PIPE I 1 I-PIPE I 1 I-PIPE I 1 I-PIPE I 1 I-PIPE I 1 I-PIPE I 1657.742 114.391 1.157 115.549 11.30 7.72 .93 116.47 .00 1.28 1.26 1.500 .000 .00 1 I-PIPE I -1--1--1--1--1--1--1--1--1--1--1--1--1-22.920 .0100 .0089 .20 1.16 1.26 1.12 .011 .00 I I I I I I I I I I I I 1680.663 114.621 1.216 115.837 11.30 7.36 .84 116.68 .00 1.28 1.18 1.500 .000 -1--1--1--1--1--1--1--1--1--1--1--1--1-4.897 .0100 .0081 .04 1.22 1.14 1.12 .011 .00 ~ FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package serial Number: 3093 .00 .00 1 1-.00 PIPE PAGE .0 .0 .0 .0 .0 .0 .0 .0 .0 6 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I water I Q I vel Vel I Energy I Super !critical !Flow TopiHeight/IBase Wtl INo Wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I width IDia.-FTior I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem lch slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Falll ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* Page 4 r3.0UT I I I I I I I I I I I I 1685.560 114.670 1. 284 115.954 11.30 7.02 .76 116.72 .00 1.28 1.05 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-JUNCT STR .0825 1. 28 1.00 .011 .00 .00 PIPE I I I I I I I I I I I I I 1689.560 115.000 1.018 116.018 9.90 7.75 .93 116.95 .00 1. 21 1.40 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-38.546 .0103 .0094 . 36 1.02 1.43 1.00 .011 .00 .00 PIPE I I I I I I I I I I I I I 1728.106 115.396 1.054 116.449 9.90 7.46 .87 117.31 .00 1.21 1. 37 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-17.450 .0103 .0085 .15 1.05 1. 34 1.00 .011 .00 .00 PIPE I I I I I I I I I I I I I 1745.556 115.575 1.102 116.677 9.90 7.12 .79 117.46 .00 1. 21 1. 33 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-7.232 .0103 .0076 .06 1.10 1.22 1.00 .011 .00 .00 PIPE I I I I I I I I I I I I I 1752.787 115.650 1.154 116.803 9.90 6.79 . 72 117.52 .00 1.21 1.26 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-1.993 .0103 .0069 .01 1.15 1.11 1.00 .011 .00 .00 PIPE I I I I I I I I I I I I I 1754.780 115.670 1.213 116.883 9.90 6.47 .65 117.53 .00 1. 21 1.18 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-JUNCT STR .0825 .0035 .01 1. 21 1.00 .011 .00 .00 PIPE I I I I I I I I I I I I I 1758.780 116.000 1.792 117.792 2.80 1. 58 .04 117.83 .00 .64 .00 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-6.497 .0455 .0005 .00 1. 79 .00 .33 .011 .00 .00 PIPE I I I I I I I I I I I I I 1765.277 116.295 1. 500 117.795 2.80 1. 58 .04 117.83 .00 .64 .00 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-2.983 .0455 .0005 .00 1. 50 .00 .33 .011 .00 .00 PIPE I I I I I I I I I I I I I 1768.260 116.431 1.361 117.792 2.80 1. 66 .04 117.83 .00 .64 .87 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-1.700 .0455 .0005 .00 1. 36 .21 .33 .011 .00 .00 PIPE iC FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 PAGE 7 Program Package serial Number: 3093 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I vel vel I Energ1 I super !Critical I Flow TopiHeight/IBase Wtl INo Wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.E . I Elev I Depth I width IDia.-FTior I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem lch Slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Fall I ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I I I I I I I 1769.960 116.508 1.280 117.788 2.80 1. 74 .05 117.84 .00 .64 1.06 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-1. 376 .0455 .0005 .00 1. 28 .25 .33 .011 .00 .00 PIPE I I I I I I I I I I I I I 1771.337 116.571 1. 214 117.784 2.80 1.83 .05 117.84 .00 .64 1.18 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-1.183 .0455 .0005 .00 1.21 .28 .33 .011 .00 .00 PIPE I I I I I I I I I I I I I 1772.520 116.625 1.155 117.780 2.80 1.92 .06 117.84 .00 .64 1.26 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1-.637 .0455 .0006 .00 1.16 .31 .33 .011 .00 .00 PIPE I I I I I I I I I I I I I 1773.156 116.653 1.103 117.756 2.80 2.01 .06 117.82 .00 .64 1. 32 1. 500 .000 .00 1 .0 -I--I--I--I--I--I--I--I--I--I--I--I--I-1- Page 5 r3.0UT I I HYDRAULIC JUMP I 1773.156 I 116.653 -1- .0455 -1- 6.739 I .329 -I- I 116.983 -I- I 2.80 -I-9.74 -I- 1.47 118.45 -1--1- .00 -1- .33 .64 I -1- 3.57 1. 24 1. 500 -1--1- I .000 -1- .00 .00 1 .0 1- .0455 . 31 .33 .011 .00 PIPE I I I I I 1779.895 I 116.960 -1- .0455 I .329 -I- I 117.289 I 2.80 -I-9.74 -I- 1. 47 118.76 .00 -1- .33 .64 1. 24 1. 500 I .000 -1- .00 .00 1 .0 -I--1--1--1--1-1--1-42.245 .0458 1. 93 -1- 3.57 .33 .011 .00 PIPE I I I 1822.140 I 118.880 -1- .0454 I .328 -I- I 119.208 -I- I 2.80 9.78 -I- I 1.49 -1- .0379 I 120.69 -1- .04 .07 -1- .40 .64 I 1. 24 1. 500 I .000 -1- .00 .00 1 .0 -I--1--1-1--1- 1.187 -1- 3.59 .31 .010 .00 PIPE I I I I 1823.327 I 118.934 -1- .0454 I .329 -I- I 119.263 -I- I 2.80 9.75 -I- 1.48 120.74 .07 -1- .40 .64 1.24 1. 500 I .000 -1- .00 .00 1 .0 -I--1--1--1--1-1--1- 12.248 .0353 .43 -1- 3.57 .31 .010 .00 PIPE I I I I I I 1835.574 119.489 I .340 -I- I 119.830 -I- I 2.80 -I- 9.29 -I- 1.34 121.17 .07 .64 1.26 . 31 I 1. 500 I .000 -1- .00 .00 1 .0 -1--1--1--1--1--1--1-1-7.614 .0454 .0309 .24 .41 -1- 3.35 .010 .00 PIPE i'-FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package serial Number: 3093 PAGE 8 WATER SURFACE PROFILE LISTING Date:11-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I water I Q I vel vel I Energy I Super !critical !Flow TopiHeight/IBase Wti I No Wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I width IDia.-FTior I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem ICh Slope I I I I SF Avel HF ISE DpthiFroude NINorm Dp I "N" I X-Fall I ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I I I I I I I 1843.188 119.835 .352 120.187 2.80 8.86 1.22 121.41 .06 .64 1.27 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1-5.385 .0454 .0270 .15 .41 3.13 .31 .010 .00 .00 PIPE I I I I I I I I I I I I I 1848.573 120.079 .364 120.443 2.80 8.45 1.11 121.55 .06 .64 1.29 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1- 4.059 .0454 .0236 .10 .42 2.93 .31 .010 .00 .00 PIPE I I I I I I I I I I I I I 1852.631 120.263 .377 120.640 2.80 8.06 1.01 121.65 .05 .64 1.30 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-3.182 .0454 .0207 .07 .43 2.75 .31 .010 .00 .00 I I I I I I I I I I I I 1855.813 120.408 .390 120.797 2.80 7.68 .92 121.71 .05 .64 1.32 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-2.560 .0454 .0181 .05 .44 2.57 .31 .010 .00 .00 I I I I I I I I I I I I 1858.373 120.524 .403 120.927 2.80 7.32 .83 121.76 .04 .64 1.33 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- 2.088 .0454 .0158 .03 .45 2.41 .31 .010 .00 .00 I I I I I I I I I I I I 1860.461 120.619 .417 121.035 2.80 6.98 .76 121.79 .04 .64 1.34 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-1.723 .0454 .0138 .02 .46 2.25 .31 .010 .00 .00 I I I I I I I I I I I I 1862.185 120.697 .431 121.128 2.80 6.66 .69 121.82 .04 .64 1.36 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1- -1--1--1-1.431 .0454 .0121 .02 .47 2.11 .31 .010 .00 .00 I I I I I I I I I I I I 1863.615 120.762 .446 121.208 2.80 6.35 .63 121.83 .03 .64 1.37 1.500 .000 .00 Page 6 1 .0 I-PIPE I 1 .0 I- PIPE I 1 .0 I- PIPE I 1 .0 I- PIPE I 1 .0 I- PIPE I 1 .0 -1--1- 1.188 . 0454 I I 1864.803 120.815 -1--1- .982 .0454 -I- I .462 -I- -I- I 121.277 -I- -I- I 2.80 -I- -1-_,_ -1- .01 -1- .48 6.05 -I- . 0106 I .57 121.85 .03 I -1--1--1- .0093 .01 .49 r3.0UT -1- 1.97 . 31 I .64 1.39 -1- 1.85 .31 -1--1-.. 010 . 1. 500 -1--1- .010 -1-.oo' I .000 -1- .00 1- .00 PIPE I .00 1 .0 1- .00 PIPE -'f FILE: r3.WSW W S P G W -CIVILDESIGN Version 14.06 Program Package serial Number: 3093 PAGE 9 -'f WATER SURFACE PROFILE LISTING Date:ll-11-2015 Time: 4:40:57 Quarry creek R-3 ************************************************************************************************************************** ******** I Invert I Depth I Water I Q I Vel Vel I Energy I super !critical !Flow TopiHeight/IBase Wti !No wth station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El. I Elev I Depth I width IDia.-FTior I.D. I ZL IPrs/Pip -1--1--1--1--1--1--1--1--1--1--1--1--1--1 L/Elem lch slope I I I I SF Avel HF ISE Dpth!Froude NINorm Dp I "N" I X-Fall I ZR !Type ch *********1*********1********1*********1*********1*******1*******1*********1*******1********1********1*******1*******1***** I******* I I I I I I I I I I I I I 1865.785 120.860 .478 121.338 2.80 5.77 .52 121.86 .03 .64 1.40 1.500 .000 .00 1 .0 -1--1--1--1--1--1--1--1--1--1--1--1--1-1-.812 .0454 .0081 .01 .51 1.73 .31 .010 .00 .00 PIPE I I I I I I I I I I I I I 1866.596 120.897 .495 121.392 2.80 5.50 .47 121.86 .03 .64 1.41 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- .657 .0454 .0071 .00 .52 1.61 .31 .010 .00 .00 I I I I I I I I I I I I 1867.254 120.927 .513 121.439 2.80 5.25 .43 121.87 .02 .64 1.42 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- .528 .0454 .0062 .00 .54 1.51 .31 .010 .00 .00 I I I I I I I I I I I I 1867.782 120.951 .531 121.482 2.80 5.00 .39 121.87 .02 .64 1.43 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- .409 .0454 .0055 .00 .55 1.41 .31 .010 .00 .00 I I I I I I I I I I I I 1868.191 120.969 .550 121.519 2.80 4.77 .35 121.87 .02 .64 1.45 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-.306 .0454 .0048 .00 .57 1.32 .31 .010 .00 .00 I I I I I I I I I I I I 1868.497 120.983 .570 121.553 2.80 4.55 .32 121.87 .02 .64 1.46 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-.209 .0454 .0042 .00 .59 1.23 .31 .010 .00 .00 I I I I I I I I I I I I 1868.706 120.993 .590 121.583 2.80 4.34 .29 121.87 .02 .64 1.47 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- .123 .0454 .0037 .00 .61 1.15 .31 .010 .00 .00 I I I I I I I I I I I I 1868.829 120.998 .612 121.610 2.80 4.13 .27 121.88 .02 .64 1.47 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1-.041 .0454 .0032 .00 .63 1.07 .31 .010 .00 .00 I I I I I I I I I I I I 1868.870 121.000 .635 121.635 2.80 3.93 .24 121.88 .01 .64 1.48 1.500 .000 .00 -1--1--1--1--1--1--1--1--1--1--1--1--1- Page 7 1 .0 I- PIPE I 1 .0 I-PIPE I 1 .0 I-PIPE I 1 .0 I-PIPE I 1 .0 I- PIPE I 1 .0 I-PIPE I 1 .0 I-PIPE I 1 .0 1- SB&D~ PLANNING ENGINEERING SURVEYING Appendices San Diego County June 2003 Hydrology Manual References Soil Group Map Runoff Coefficient Table Isopluvial Rainfall Maps 1 00-year, 6-hour & 24-hour duration Figure 3-1 IDF Chart D:\71472 Quarry Creek\Reports\Hydrology\20151 028, R3, Final Drainage Report-Copy,docx b ('I) 0 ,..._ ...... ...... ro ...... 0 ,..._ 8 0 ,..._ ro ~ 0 (0 ....... ~ 0 (0 lo ...... 0 (0 33.30' 1'"'~.: -~-~ d-.--I =rr I I I I I 33°30' 33°15''-------1----ll! "'() ()) () ,. 33°00' ~ I ,. -. 0 () ~ ()) ':;) 32°45' 1 nlES~J 32°30' -----±g--------ro ....... 0 ~ ,..._ 8 0 ,..._ ro ~ 0 (0 ...... Me x r. \ I : . ...._,_ I 33°00' b ('I) 0 (0 ...... ...... lo ..- 0 co ....... 3 "'0 CD ::::!. e!. () 0 c :J ~ 32°30' County of San Diego Hydrology Manual -~ ~ ' :~: \' f/-~tJ9 Soil Hydrologic Groups Legend Soil Groups CJ GroupA -GroupS ..-.--. ...______. Group C Group D Undetermined CJ Data Unavailable DPW GIS IS ~, __ ---..---We Have San Diego Cavcrcd! N nts IW' 1s PIW\10ED WllliOUT WN'SWtTY OF /oH'f ICIND. eTHER EXPRa ~ ORIMP\JED, INClUDING, BUT NOT UMilEDTO, THE IMP\JED WARRANTlES Of OoiERCHAHTAI!JIUTY N¥J RTNESS FOR A PARnCIA.AR PURPOSE. ~-a "' Rlghls--. Tho,...._..,.,....-_,., .. SANIW3~ E Wor.-Syoiofnwhich,__bo_ ....... lho -,...._ .. SANDAG. _,.......,.,. ....... -..-........... __ _ ,..,...._~by--........ s 3 0 3 Miles -c -1 San Diego Cotmty Hydrology Manual Date: June 2003 Table 3-1 Section: Page: RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use I Runoff Coefficient "C" Soil Type NRCS Elements Cotm Elements %IMPER. A B Undisturbed Natural Tenain (Natural) Pennanent Open Space 0* 0.20 0.25 Low Density Residential (LDR) Residential, 1.0 DU/A or less 10 0.27 0.32 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 0.38 Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 Medium Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 0.54 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 High Density Residential (HDR) I Residential, 24.0 DU/A or less I 65 0.66 0.67 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77 Commercial/Industrial (G. Com) General Conunercial 85 0.80 0.80 Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 Commercial/IndustJ.ial (General I.) General Industrial 95 0.87 0.87 c 0.30 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0.87 3 6 of26 D 0.35 0.41 0.46 0.49 0.52 0.57 0.60 0.63 @) 0.79 0.79 0.82 0.85 0.85 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3.1.2 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed in perpetuity. Justification must be given that the area will remain naiural forever (e.g., the area is located in Cleveland National Forest). DU/A =dwelling units per acre NRCS =National Resources Conservation Service 3-6 +-·~~-- County of San Diego Hydrology Manual Rainfalllsopluvials 100 Year Rainfall Event-6 Hours lsopluvial (inches) DPW *GIS N Dopnrtlr.mf olf>Mo ~~'"'"" GCf!ir'tlp/Jk:JI.'!wrr..:lbJ Q>~(lf GIS We H:tvc San Diego C()v<:rcd! *E THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRES OR IMPLIED, INCLUDING, BUT NOT LIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanGIS. All Rights Rese!Ved. This products may contaln !nfonnation from tho SANDAG Regional ln'formalfon System which cannot be reproduced wflOOut the written permission of SANDAG. This product may contain fnformaUon which has been reproduced with pormissfon granted by Thomas Brothers Maps. s 3 0 3 Miles County of -San Diego Hydrology Manual Rainfalllsopluvials 100 Year Rainfall Event-24 Hours lsopluvial (inches) DPW ~•GIS Os.l)fU'tr.tiMf of Putf.o ~t>.?:.:r Gc(l.Qmphk.lt:IWrr.i!fkJ!J &-f\"k:,. N ''"-~~-E ---,·-!--~---f··---:------+-----····i·----+··-f---c--+-··-··7·-·c--i-·!l W f" s 3 0 3 ~I THIS MAP IS PROVIDED WITHOUT WARRANTY OF ANY KIND, EITHER EXPRES OR IMPLIED, INCLUDING, BUT NOTLIMITED TO, THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE. Copyright SanG IS. All Rights Resorved. This products may contain lnformaUon from tho SANDAG Regional Information System which cannot be reproduced without the written pennlssion of SANDAG. Thls product may contain lnfarmalion Which has been reproduced with permission granted by Thomas Brothers Maps. Miles l3 • 7 8 9 10 15 20 30 Minutes 40 50 1 Duration EQUATION = 7.44 Pa o..0.645 = Intensity {in/hr) 6-Hour Precipitation {in} Duration (min} 0> :l:: 0 c -. @' Q.. e.o -g. '5.5 ·!a u mtl111utfiil111 :;.1 . . . • . 3J5!f!-, 2 3.0 t I I l~l:\1 ! Ill ft'H.U Ill !Ill 2·5 3 4 Hours ·2.0 '1.5 ·-1.0 Intensity-Duration DesJgn Chart-Template Dir~ctlons for Application: (1) From precipitation maps <!~termine 6 hr and 24 hr amounts for the selected frequency. The.se maps are included in the CountyliydrofogyManoal (10, 50, and 100yrmaps inducted in the Design.and Procedure Manual). {2) Adjust 6. hr precipitation {if necessary) so that it is within the range of 45% to 65% of the 24 hr precipitation {not applicapfe to Desert). (3} Plot 6 hr precipitation on the light side of the chart. (4) Draw a.fine through the point parallel to the plotted lines. (5) This line is the ini:ensity-duralion curve for the focation being analyZed. AppJlcatlon Form: (a} SelectedfrequencyiC?D year I p -{b) P6 = 1. 'f in., Pz4 = $-: 'P~. = J6. 'f %{2) {<;:) Adjusted P6(2) = Z. ~ in. • .0:::4 (d) 'fx = min. (e) I = __ in./hr. Note: This. chart replaces the Intensity-Duration-Frequency curves used since 1965. r ~~-U~R El ~ ~ '\:, ~',\:\~\' ~ ') \ \ \\1\ ~ \ \ \ 1\\ ( \ i i) ~-\a I I • I ~ ~~ / I!;!/ ~ t::l ..... ' ~~> l I I J/j ~ ~ ' ' ~ t ; I'" ' ~<:; 1/ I !!II II ' ' I I I I ill ~ ) f I I li / . r ' f ., ' . ---~~------------~-/-/---,-' -,~d-----; ---- ~ ~ ~ ~ ;;/ II \ (~\'',,, \ fli ~ ')' ~9> ~1' s:t <:);:; ~"" ll::!Jj ~(3 ~ -\ \ \ \ ' \, ) \/ \ \ ~~ -, .---------' ' I ( D / I . ' \ _/ I ( I \ ) I ! ) !, L) \ \ \ ~---~~ ~ ;-----' ',I ~ ~ \ ! lc] '<:l l!J -.i C,_) c::, ~'-<::, ~ \\j ~'-,-; ~ s..., V) C) ~ )-.., >-> ' ~ ,--..... ----. .... ~- \ \ ' . 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