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HomeMy WebLinkAbout6608; Northwest Quadrant Drainage Improvements; Northwest Quadrant Storm Drain Pio Pico Ave; 2009-06-01NORTHWEST QUADRANT STORM DRAIN PROJECT PIO PICO AVENUE CITY OF CARLSBAD HYDROLOGY ANALYSIS Prepared by: Harris & Assodates •750 B street, Suite 1800 San Diego, CA 92101 (619) 236-1778 JUNE 2009 NORTHWEST QUADRANT STORM DRAIN PROJECT PIO PICO AVENUE CITY OF CARLSBAD HYDROLOGY ANALYSIS Prepared under the supervision of: Robert Sutherlin Jr. Project Manager R.C.E 38819 JUNE 2009 m 4 Table of Contents I A. Purpose 1 B. Existing Drainage Facilities 1 C. Hydrology Analysis 1 D. Proposed Improvements 1 Appendices 10-year Hydrology Calculation 10-year Hydraulic Calculations Enclosure o Hydrology Map A. Parpose The purpose of the Northwest Quadrant project is to improve drainage at three locations with the city of Carlsbad. This report focuses on the improvements needed for Pio Pico Drive. The project improvement limit is on Pio Pico Drive from Forest Avenue south approximately 500' to Las Flores Drive. In accordance with our scope of services, we have performed a hydrologic analysis to address drainage issues and provide recommendations for a possible storm drain. B. Existing Drainage Facilities Pio Pico Drive is located east of Highway 5 and north of Las Flores Drive. The street is maintained in a rural type condition without any sidewalks. A small ditch along the east side of the roadway carries most storm runoff and a small berm along the west side keeps most flows out of the properties along this side of the roadway. There are no drain pipe systems along this reach except for some small 12" CMP culverts that convey nuisance flows from one side of Forest Avenue to the other side at the intersection of Forest Avenue and Pio Pico Drive. The CMPs are undersized to handle very much flow and are in a state of collapse within the street. C. Hydrology Analysis (Refer to the Hydrology Map) With a basin watershed of approximately 25.9 acres at the intersection of Pio Pico and Forest Avenue, runoff flows mainly from east to west toward Pio Pico, where runoff then flows south toward Las Flores Drive. It is assimied that the local soil is type "D" soil and single family development for 7.3 dwelling units/acre will be used for this analysis. Due to downstream pipe size constraints, it was determined that a 100-year storm cannot be handled by the existing storm drain; therefore it was agreed that a 10-year drain system would be designed. During a 10-year storm, approximately 17.8 cubic feet per second (CFS) flows down Forest Avenue to the intersection, with an additional 18.2 CFS flowing from the north, south along Pio Pico Drive to this intersection. The resulting confluence of these flows is more than the existing drain pipes at this intersection can handle and the runoff flows into the private properties located around this intersection. The runoff especially effects the property immediately west of the intersection and private property frontage located at the southeast comer of this intersection. D. Proposed Improvements It is proposed to re-construct the two inlets located on Forest Avenue, reconstruct inlet on the northeast comer on Pio Pico Drive at the intersection of these streets, and construct a new inlet on the west side of the intersection to intercept runoff flowing south on the western side of Pio Pico. These inlets will be in^roved to intercept 10-year runoff from the area. Construction will require improving entrance conditions to each inlet. The collected runoff will then be conveyed south along Pio Pico in a proposed underground 30" RCP and be connected to the existing 24" RCP storm drain system in Las Flores Drive. We have prepared a Water Surface Pressure Gradient (WSPG) run from the system outlet north of Jefferson Street (within Caltrans right-of-way) upstream to our project on Pio Pico. This nm reflects an improvement to an existing 18" RCP at the Las Flores Drive ramp that will require upsizing to a 24" RCP when the freeway is improved along this area. The WSPG run is included in the hydraulics section of this report. I Two Type-F mlets with modified inlets (36" x 18" square opemngs) will be used to collect the flow draining along Forest Avenue. Runoff along Forest Avenue will be collected in ditches along the side of the road and directed into these inlets. The flow running north to south on Pio Pico (north of Forest Avenue) is mostly on the east side of the road until it reaches just north of the intersection. At this point the road "tips" and the water will flow mostly to the west side of the roadway. The two inlets at this location have been sized accordingly. The eastern inlet will only receive about 0.6 cfs with approximately 17.6 cfs flowing to the west side inlet. The eastern inlet has been chosen as a 4-foot Type-B inlet. This is more than enough to collect this runoff. The western inlet would require a 25 foot opening for full interception. Rather than construct such a large opening, we have selected a Type-C inlet. The grate at this location would intercept between 10.2 and 13.3 cfs dependant upon the depth at the inlet. This would allow a reduction in the opening length to 14 feet. We therefore have selected a 14 foot Type C-2 opening. The two wings, with the grate in the middle will allow the grate to reduce the flooding width in the street and allow more water into a shorter inlet. Calculations for the openings are also included after the hydraulic runs in this report. m 10-year Hydrology Calculations 7.5 San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 Version Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/29/09 NW Quadrant Storm Drainage Project Pio Pico Hydrology "PiolOb" 5/29/2009 by Bob Sutherlin 10-year with Initial times per 2003 manual •k -k-k * * -k -k * * Hydrology Study Control Information ********** Program License Serial Number 6032 ++++ 2.000 Rational hydrology study storm event year is 10.0 English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 1.600 24 hour precipitation(inches) = 3.000 P6/P24 - 53.3% San Diego hydrology manual 'C values used +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++4-^ Process from Point/Station 1.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] {7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 50.000{Ft.) Highest elevation = 180.000(Ft.) Lowest elevation = 178.000(Ft.) Elevation difference = 2.000(Ft.) Slope ^ 4.000 I INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 4.00 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 •Mill storm ++++ 3.000 Initial Area Time of Concentration = 6.01 minutes TC = [1.8*(l.l-C)*distance(Ft.)^.5)/{% slope^(l/3)] TC = [1.8*(l.l-0.5700)*( 100.000^.5)/( 4.000^(1/3)]- 6.01 Rainfall intensity (I) = 3.744 (In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.534(CFS) Total initial stream area = 0.250{Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station k-kkk STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 178.000(Ft.) End of street segment elevation = 134.000(Ft.) Length of street segment = 530.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 12.500(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.010 Slope from grade break to crown (v/hz) = 0.010 Street flow is on [2] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.010 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 4.062(CFS) Depth of flow = 0.228(Ft.), Average velocity = 4.234(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.161(Ft.) Flow velocity = 4.23(Ft/s) Travel time = 2.09 min. TC = 8.10 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 3.089(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 2.422 Subarea runoff = 6.950(CFS) for 4.000(Ac.) Total runoff = 7.484(CFS) Total area = 4.250(Ac. Street flow at end of street - 7.484(CFS) Half street flow at end of street = 3.742(CFS) Depth of flow = 0.260(Ft.), Average velocity = 4.753(Ft/s) Flow width (from curb towards crown)= 11.319(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ 4 .000 ++++ 4 .000 Process from Point/Station 3.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 134.000(Ft.} End of street segment elevation = 110.000(Ft.} Length of street segment = 810.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) - 15.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000 (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 = 12.604(CPS) Depth of flow = 0.434(Ft.), Average velocity = 5.056(Ft/s) Note: depth of flow exceeds top of street crown. Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.000(Ft.) Flow velocity = 5.06(Ft/s) Travel time = 2.67 min. TC = 10.77 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.570(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 6.868 Subarea runoff = 10.171(CFS) for 7.800(Ac.) Total runoff = 17.655(CFS) Total area = 12.050(Ac. Street flow at end of street - 17.655(CFS) Half street flow at end of street = 17.655(CFS) Depth of flow = 0.472(Ft.), Average velocity - 5.780{Ft/s) Note: depth of flow exceeds top of street crown. Flow width (from curb towards crown)= 15.000(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.050(Ac.) Runoff from this stream = 17.655(CFS) Time of concentration = 10.77 min. ++++ 6.000 storm ++++ 7 .000 Rainfall intensity - 2.570(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 5.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B ^ 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 134.000(Ft.) Lowest elevation - 132.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 2.857 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.86 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration ^ 6.55 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1. 8* (1. 1-0. 5700) * ( 95. 000''.5) / ( 2 . 857'-(1/3) ] = 6.55 Rainfall intensity (I) = 3.541(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.081(CFS) Total initial stream area = 0.040{Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Stat ion 6.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 132.000(Ft.) End of street segment elevation = 110.000(Ft.) Length of street segment = 850.000(Ft.} Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 15.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] 3ide(s) of the street Distance from curb to property line = 10.000{Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000 (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 m ++++ 4 .000 Estimated mean flow rate at midpoint of street = 0.303(CFS) Depth of flow = 0.140{Ft.), Average velocity = 2.564(rt/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 2.000(Ft.) Flow velocity = 2.56(Ft/s) Travel time = 5.53 min. TC = 12.08 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.387(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.251 Subarea runoff = 0.518(CFS) for 0.400(Ac.) Total runoff = 0.599(CFS) Total area = Street flow at end of street = 0.599(CFS) Half street flow at end of street = 0.599(CFS) Depth of flow = 0.190(Ft.), Average velocity = Flow width (from curb towards crown)= . 3.161(Ft. 0.440(Ac. 2.642(Ft/s Process from Point/Station 7.000 to Point/Station CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.440(Ac.) Runoff from this stream = 0.599(CFS) Time of concentration = 12.08 min. Rainfall intensity = 2.387(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) 1 2 Qmax(1) = 17.655 0.599 Qmax(2) = 1.000 * 1.000 * 0.929 * 1.000 * TC (min' 10.77 12.08 1.000 * 0.891 * 1.000 * 1.000 * Rainfall Intensity (In/Hr) 2.570 2.387 17.655) + 0.599) + 17.655) + 0.599) + 18.189 16.992 Total of 2 main streams to confluence: Flow rates before confluence point: 17.655 0.599 Maximum flow rates at confluence using above data: 18.189 16.992 Area of streams before confluence: 12.050 0.440 Results of confluence: Total flow rate = 18.189(CFS) Time of concentration = 10.766 min. Effective stream area after confluence = 12.490(Ac +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 4.000 to Point/Station 20.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 110.000(Ft.) Downstream point/station elevation = 109.000(Ft.) Pipe length = 50.00(Ft.) Manning's N - 0.013 No. of pipes = 1 Required pipe flow = I8.189(CFS: Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 18.189(CFS) Normal flow depth in pipe = 14.37(In.) Flow top width inside pipe = 19.52(In.) Critical Depth - 18.59(In.) Pipe flow velocity = 10.38(Ft/s) Travel time through pipe = 0.08 min. Time of concentration (TC) = 10.85 min. +++++++++++++++++++++++++++++++++++++++++++4-+++++++++++++++ ++++ Process from Point/Station 4.000 to Point/Station 20.000 *^** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 12.490(Ac.) Runoff from this stream = 18.189(CFS) Time of concentration = 10.85 min. Rainfall intensity = 2.558(In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 8.000 to Point/Station 9.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 150.000(Ft. Highest elevation = 182.000(Ft.) Lowest elevation = 180.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.333 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.33 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.99 minutes TC = [1.8*(l.l-C)*distance(Ft.)^.5)/(% slope-^ (1/3) ] TC = [1.8*(l.l-0.5700)*( 65.000^.5)/( 1.333^(1/3)]= 6.99 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 85.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.26 minutes for a distance of 85.00 (Ft.) and a slope of 1.33 % with an elevation difference of 1.13(Ft.) from the end of the top area Tt = [II.9*length(Mi)^3)/(elevation change(Ft.))]^.385 *60(min/hr) 1.259 Minutes Tt=[(11.9*0.0161^3)/( 1.13)]".385= 1.2 6 Total initial area Ti = 6.99 minutes from Figure 3-3 formula plus storm 1.26 minutes from the Figure 3-4 formula = 8.25 minutes Rainfall intensity (I) = 3.052(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.539(CFS) Total initial stream area = 0.310(Ac.) 10.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 180.000(Ft.) End of street segment elevation = 144.000(Ft.) Length of street segment = 660.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 15.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) ^ 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000 (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 ^ 4.502(CFSi Depth of flow = 0.303(Ft.), Average velocity = 4.959(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.839(Ft.) Flow velocity = 4.96(Ft/s) Travel time - 2.22 min. TC = 10.47 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.618(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 3.198 Subarea runoff = 7.831(CFS) for 5.300(Ac.) Total runoff = 8.371(CFS) Total area = 5.610(Ac. Street flow at end of street = 8.371(CFS) Half street flow at end of street = 8.371(CFS) Depth of flow = 0.358(Ft.), Average velocity = 5.714(Ft/s) Flow width (from curb towards crown)= 11.568(Ft.) ++++ 11.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 10.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 144.000(Ft.) End of street segment elevation = 112.000(Ft.) Length of street segment = 550.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 15.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000{Ft.) Gutter hike from flowline = 2.000(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 = 10.809(CFS; Depth of flow = 0.381(Ft.), Average velocity = 6.221(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.692(Ft.) Flow velocity = 6.22(Ft/s) Travel time = 1.47 min. TC = 11.94 min. Adding area flow to street Decimal fraction soil group A = 0.000 , Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.404 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KC1A) is C = 0.570 CA = 5.478 Subarea runoff = 4.800(CFS) for 4.000(Ac.) Total runoff = 13.171(CFS) Total area - 9.610(Ac. Street flow at end of street = 13.171(CFS) Half street flow at end of street = 13.171(CFS) Depth of flow = 0.402(Ft.), Average velocity = 6.521(Ft/s) Flow width (from curb towards crown)= 13.760(Ft.) ++++ 12.000 Process from Point/Station 11.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 9.610(Ac.) Runoff from this stream = 13.171(CFS) Time of concentration = 11.94 min. Rainfall intensity = 2.404(In/Hr) ++++ 14 .000 Process from Point/Station 13.000 to Point/Station **** INITIAL AREA EVALUATION •^*** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 170.000(Ft.) Highest elevation = 182.000(Ft.) Lowest elevation = 180.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.176 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 65.00 (Ft) for the top area slope value of 1.18 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.29 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.5700) * ( 65.000".5)/( 1.176'^ (1/3) ] = 7.29 The initial area total distance of 170.00 (Ft.) entered leaves a remaining distance of 105.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.56 minutes for a distance of 105.00 (Ft.) and a slope of 1.18 % with an elevation difference of 1.23(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))].385 *60(min/hr) = 1.555 Minutes Tt=[ (11. 9*0.0199'"3) / ( 1.23) ] -^.385= 1.56 Total initial area Ti = 7,29 minutes from Figure 3-3 formula plus 1.56 minutes from the Figure 3-4 formula = 8.84 minutes Rainfall intensity (I) = 2.919(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.516(CFS) Total initial stream area = 0.310(Ac.) I ++++ 12.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 14.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 180.000(Ft.) End of street segment elevation = 111.000(Ft.) Length of street segment = 1030.000(Ft.) Height of curb above gutter flowline - 6.0(In.) Width of half street (curb to crown) = 12.500(Ft.) Distance from crown to crossfall grade break 0.500(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [2] side{s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000 (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 = 2.842(CFS) Depth of flow = 0.216(Ft.), Average velocity = 4.339(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.482(Ft.) Flow velocity = 4.34(Ft/s) Travel time = 3.96 min. TC = 12.80 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.299(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area {Q=KCIA) is C = 0.570 CA = 2.172 Subarea runoff = 4.477(CFS) for 3.500(Ac.) Total runoff = 4.993(CFS) Total area = 3.810(Ac. Street flow at end of street = 4.993(CFS) Half street flow at end of street = 2.497(CFS) Depth of flow = 0.253(Ft.), Average velocity = 4.756(Ft/s) Flow width (from curb towards crown)= 6.311(Ft.) ++++ 12.000 ++++++++++++++++++++++++++++++++4-++++++++++++++++++++++++++++^ Process from Point/Station 14.000 to Point/Station **** CONFLUENCE OF MINOR STREAMS **** m I I ++++ Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.810(Ac.) Runoff from this stream = 4.993(CFS) Time of concentration = 12.80 min. Rainfall intensity = 2.299(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 13 171 11 94 2. 404 2 4 993 12 80 2. 299 Qmax(1) = 1 000 1 000 13 .171) + 1 000 * 0 933 * 4 . 993) + = 17 .829 Qmax(2) = 0 956 1 000 k 13 .171) + 1 000 + 1 000 * 4 .993) + 17 .587 Total of 2 streams to confluence: Flow rates before confluence point: 13.171 4.993 Maximum flow rates at confluence using above data: 17.829 17.587 Area of streams before confluence: 9.610 3.810 Results of confluence: Total flow rate = 17.829(CFS) Time of concentration = 11.940 min. Effective stream area after confluence = 13.420(Ac Process from Point/Station 12.000 to Point/Station 20.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number; 2 Stream flow area = 13.420(Ac.) Runoff from this stream = 17.829(CFS) Time of concentration = 11.94 min. Rainfall intensity = 2.404(In/Hr) Sumimary of stream data: Stream No. Flow rate (CFS) TC [min! Rainfall Intensity (In/Hr) 18.189 17.829 Qmax(1) = Qmax(2) = 1.000 * 1.000 * 0.940 * 10.85 11. 94 1.000 * 0.908 * 1.000 * 2.558 2. 404 18.189) + 17.829) + = 18.189) + 34.385 I 1.000 * 1.000 * 17.829) + = 34.925 Total of 2 main streams to confluence: Flow rates before confluence point: 18.189 17.829 Maximum flow rates at confluence using above data: 34.385 34.925 Area of streams before confluence: 12.490 13.420 Results of confluence: Total flow rate = 34.925(CFS) Time of concentration = 11.940 min. Effective stream area after confluence = 25.910(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 20.000 to Point/Station 21.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 109.000(Ft.) Downstream point/station elevation = 106.000(Ft.) Pipe length = 330.00{Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 34.925(CFS; Nearest computed pipe diameter = 30.00(In.) Calculated individual pipe flow = 34.925(CFS) Normal flow depth in pipe = 22.10(In.) Flow top width inside pipe = 26.42 (In.) Critical Depth = 24 . 07 (In.) Pipe flow velocity = 9.01(Ft/s) Travel time through pipe = 0.61 min. Time of concentration (TC) = 12.55 min. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 20.000 to Point/Station 21.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: Tn Main Stream number: 1 Stream flow area = 25.910(Ac.) Runoff from this stream = 34.925(CFS) Time of concentration = 12.55 min. Rainfall intensity^ 2 . 328 {In/Hr) Program is now starting with Main Stream No. 2 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 22.000 to Point/Station 23.000 **** INITIAL AREA EVALUATION **** m Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 140.000(Ft.) Highest elevation = 113.000(Ft.) Lowest elevation = 110.000(Ft.) Elevation difference = 3.000(Ft.) Slope = 2.143 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 2.14 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.62 minutes TC = [1.8*(l.l-C)*di3tance(Ft.)'^.5)/(% slope'^ (1/3) ] TC = [1.8* (1.1-0.5700)* ( 80.000".5)/( 2 .143" (1/3)]= 6.62 The initial area total distance of 140.00 (Ft.) entered leaves a remaining distance of 60.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.80 minutes for a distance of 60.00 (Ft.) and a slope of 2.14 % with an elevation difference of 1.29(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.802 Minutes Tt=[(11.9*0.0114"3)/( 1.29)]".385= 0.80 Total initial area Ti = 6.62 minutes from Figure 3-3 formula plus storm 0.80 minutes from the Figure 3-4 formula = 7.42 minutes Rainfall intensity (I) = 3.268(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q^KCIA) is C = 0.570 Subarea runoff = 1.062(CFS) Total initial stream area = 0.570(Ac.) ++++ 21.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 23.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 110.000(Ft.) End of street segment elevation = 106.000(Ft.) Length of street segment = 330.000{Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 15.000(Ft.) Distance from crown to crossfall grade break = 0.500(Ft. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 m m 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 = 1.739 Depth of flow = 0.288(Ft.), Average velocity = 2.238(Ft Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.065(Ft.) Flow velocity = 2.24(Ft/s) (CFS: /s) TC 9.88 min. 0.000 0.000 0. 000 1. 000 Travel time = 2.4 6 min. Adding area flow to street Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.717 (In/Hr Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 0.866 Subarea runoff = 1.292(CFS) for 0.950(Ac Total runoff = 2.354(CFS) Total area = Street flow at end of street = 2.354(CFS) Half street flow at end of street = 2.354(CFS Depth of flow = 0.312(Ft.), Average velocity = Flow width (from curb towards crown)= 9.260(Ft.) for a 10.0 year storm 1.520(Ac. 2.392(Ft/s) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 23.000 to Point/Station 21.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.520(Ac.) Runoff from this stream = 2.354(CFS) Time of concentration = 9.88 min. Rainfall intensity = 2.717(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC [min' Rainfall Intensity (In/Hr) 1 34.925 12.55 2 328 • ^ 2.354 9.88 2 717 • Qmax 1) = 1.000 1.000 34. 925) + 0.857 * 1.000 2. 354) + 36 943 m Qmax 2) = 1.000 * 0.787 k 34 . 925) + 1.000 *-1.000 •k 2. 354) + 29 843 Total of 2 main streams to confluence: Flow rates before confluence point: 34.925 2.354 Maximum flow rates at confluence using above data: 36.943 29.843 d Area of streams before confluence: 25.910 1.520 I I Results of confluence: Total flow rate = 36.943{CFS) Time of concentration = 12.551 min. Effective stream area after confluence = 27.430(Ac ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 21.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 103.800(Ft.) Downstream point/station elevation = 101.000(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 36.943(CFS! Given pipe size = 24.00(In.) Calculated individual pipe flow = 36.943(CFS) Normal flow depth in pipe = 15.59(In.) Flow top width inside pipe = 22.90(In.) Critical depth could not be calculated. Pipe flow velocity = 17.10(Ft/s) Travel time through pipe ^ 0.06 min. Time of concentration (TC) = 12.61 min. +++++++++++++4-++++++++++++++++++++++++++++++++++++++++++++ ++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 27.430(Ac.) Runoff from this stream = 36.943(CFS) Time of concentration = 12.61 min. Rainfall intensity = 2.321(In/Hr) Program is now starting with Main Stream No. 2 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++-}- Process from Point/Station 40.000 to Point/Station 41.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 m gi d Sub-Area C Value = 0.57 0 Initial subarea total flow distance = 280.000(Ft.) Highest elevation = 168.000{Ft.) Lowest elevation = 160.000(Ft.) Elevation difference = 8.000(Ft.) Slope = 2.857 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 2.86%, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.55 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"{1/3)] TC = [1.8*(1.1-0.5700)*( 95.000".5)/( 2.857"(1/3)]= 6.55 The initial area total distance of 280.00 (Ft.) entered leaves a remaining distance of 185.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.71 minutes for a distance of 185.00 (Ft.) and a slope of 2.86 % with an elevation difference of 5.29(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.709 Minutes Tt=[ (11. 9*0.0350"3)/( 5.2 9)]".385= 1.71 Total initial area Ti = 6.55 minutes from Figure 3-3 formula plus storm 1.71 minutes from the Figure 3-4 formula = 8.26 minutes Rainfall intensity (I) = 3.049(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.400(CFS) Total initial stream area = 0.230(Ac.) ++++ 42.000 Process from Point/Station 41.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 160.000(Ft.) End of street segment elevation = 104.000(Ft.) Length of street segment = 1100.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 18.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 2.440(CFS) Depth of flow = 0.261(Ft.), Average velocity ^ 4.239(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.700(Ft.) Flow velocity = 4.24(Ft/s) Travel time = . 4.32 min. TC = 12.59 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.324 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 1.887 Subarea runoff = 3.985(CFS) for 3.080(Ac.) Total runoff = 4.385(CFS) Total area = Street flow at end of street = 4.385(CFS) Half street flow at end of street = 4.385(CFS) Depth of flow = 0.304(Ft.), Average velocity = Flow width (from curb towards crown)= 8.871(Ft. 3.310(Ac. 4.799 (Ft/s) ++++ Process from Point/Station 42.000 to Point/Station 33.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 104.000(Ft.) Downstream point/station elevation = 101.000(Ft.) Pipe length = 40.00(Ft.) Manning's N = 0.013 No. of pipes - 1 Required pipe flow = 4.385(CFS) Given pipe size = 12.00(In.) Calculated individual pipe flow = 4.385(CFS) Normal flow depth in pipe = 5.64 (In.) Flow top width inside pipe = 11.98(In.) Critical Depth = 10.54(In.) Pipe flow velocity = 12.09(Ft/s) Travel time through pipe = 0.06 min. Time of concentration (TC) = 12.64 min. ++++ Process from Point/Station 33.000 to Point/Station 33.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 3.310(Ac.) Runoff from this stream = 4.385(CFS) Time of concentration = 12.64 min. Rainfall intensity = 2.318(In/Hr) Program is now starting with Main Stream No. 3 ++++ Process from Point/Station 30.000 to Point/Station m m 31.000 **** INITIAL AREA EVALUATION Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 150.000(Ft.) Highest elevation = 186.000{Ft.) Lowest elevation = 185.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 0.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.67 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 7.72 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5700)*( 50.000''.5)/( 0 . 667" (1/3) ] = 7.72 The initial area total distance of 150.00 (Ft.) entered leaves a remaining distance of 100.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.86 minutes for a distance of 100.00 (Ft.) and a slope of 0.67 % with an elevation difference of 0.67(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 1.863 Minutes Tt=[ (11.9*0.0189"3)/( 0.67)]".385= 1.8 6 Total initial area Ti = 7.72 minutes from Figure 3-3 formula plus storm 1.86 minutes from the Figure 3-4 formula = 9.58 minutes Rainfall intensity (I) = 2.771(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 0.505(CFS) Total initial stream area = 0.320(Ac.) ++++ 32.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 31.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 185.000{Ft.) End of street segment elevation = 136.000{Ft.) Length of street segment = 1120.000(Ft.) Height of curb above gutter flowline = 6.0 (In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break = 10.000(Ft. Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(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 = 4.089(CFS) Depth of flow = 0.305(Ft.), Average velocity = 4.455(Ft/s) Streetflow hydraulics at midpoint-of street travel: Halfstreet flow width = 8.895(Ft.) Flow velocity = 4.45(Ft/s) Travel time = 4.19 min. TC = 13.77 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.193(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 3.466 Subarea runoff = 7.094(CFS) for 5.760(Ac.) Total runoff = 7.599(CFS) Total area = 6.080(Ac. Street flow at end of street = 7.599(CFS) Half street flow at end of street = 7.599(CFS) Depth of flow = 0.359(Ft.), Average velocity = 5.134(Ft/s) Flow width (from curb towards crown)= 11.634(Ft.) ++++ 33.000 + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + Process from Point/Station 32.000 to Point/Station **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 136.000(Ft.) End of street segment elevation = 101.000(Ft.) Length of street segment = 680.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 20.000(Ft.) Distance from crown to crossfall grade break ^ 10.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000 (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 = 9.602(CFS; Depth of flow ^ 0.375(Ft.), Average velocity - 5.772(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.397{Ft.) Flow velocity = 5.11(Ft/s) Travel time = 1.96 min. TC = 15.74 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Rainfall intensity = 2.012 (In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.570 CA = 5.734 Subarea runoff = 3.939(CFS) for 3.980(Ac.) Total runoff = 11.538(CFS) Total area = Street flow at end of street = 11.538(CFS) Half street flow at end of street = 11.538(CFS) Depth of flow = 0.394(Ft.), Average velocity = Flow width (from curb towards crown)= 13.367(Ft. 10.060(Ac. 6.030(Ft/s; ++++ Process from Point/Station 33.000 to Point/Station 33.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 10.060(Ac.) Runoff from this stream = 11.538(CFS) Time of concentration = 15.74 min. Rainfall intensity = 2.012(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC [min' Rainfall Intensity (In/Hr) 1 36 943 12 61 2.321 2 4 385 12 64 2.318 1 11 538 15 74 2.012 1 Qmax(l) = 1 000 * 1 000 * 36. 943) + 1 000 + 0 997 k 4 . 385) + 1 000 * 0 801 * 11. 538) + = 50. 561 • Qmax(2) = 0 998 1 000 k 36. 943) + 1 000 + 1 000 k 4 . 385) + 1 000 0 803 * 11. 538) + = 50. 534 • Qmax(3) = 0 867 * 1 000 k 36. 943) + 0 868 1 000 * 4. 385) + 1 000 1 000 k 11. 538) + = 47. 367 Total of 3 main streams to confluence: Flow rates before confluence point: 36.943 4.385 11.538 Maximum flow rates at confluence using above data: 50.561 50.534 47.367 Area of streams before confluence: 27.430 3.310 10.060 Results of confluence: Total flow rate = 50.561(CFS) Time of concentration = 12.609 min. Effective stream area after confluence 40.800(Ac I ++++ Process from Point/Station 33.000 to Point/Station 34.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 101.000(Ft.) Downstream point/station elevation = 87.000(Ft.) Pipe length = 270.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 50.561(CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow = 50.561(CFS) Normal flow depth in pipe = 19.27(In.) Flow top width inside pipe = 19.10(In.) Critical depth could not be calculated. Pipe flow velocity = 18.69(Ft/s) Travel time through pipe = 0.24 min. Time of concentration (TC) = 12.85 min. ++++ Process from Point/Station 34.000 to Point/Station 34. 000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 40.800(Ac.) Runoff from this stream = 50.561(CFS) Time of concentration = 12.85 min. Rainfall intensity = 2.293(In/Hr) Program is now starting with Main Stream No. 2 ++++ Process from Point/Station 33.000 to Point/Station 34.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.57 0 0.000 0.000 0.000 1.000 m d I I Initial subarea total flow distance = 400.000(Ft.) Highest elevation = 101.000(Ft.) Lowest elevation = 87.000(Ft.) Elevation difference = 14.000(Ft.) Slope = 3.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 95.00 (Ft) for the top area slope value of 3.50 %, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration = 6.12 minutes TC - [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"{l/3)] TC = [1.8*(l.l-0.5700)*( 95.000".5)/( 3.500"(1/3)]= 6.12 The initial area total distance of 400.00 (Ft.) entered leaves a remaining distance of 305.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.32 minutes for a distance of 305.00 (Ft.) and a slope of 3.50 % with an elevation difference of 10.68(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 2.323 Minutes Tt=[ (11.9*0.0578"3)/( 10.68)]". 385= 2.32 Total initial area Ti = 6.12 minutes from Figure 3-3 formula plus storm 2.32 minutes from the Figure 3-4 formula = 8.45 minutes Rainfall intensity (I) = 3.006(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 2.313(CFS) Total initial stream area = 1.350(Ac.) ++++ Process from Point/Station 34.000 to Point/Station 34 . 000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.350(Ac.) Runoff from this stream = 2.313(CFS) Time of concentration = 8.4 5 min. Rainfall intensity = 3.006(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC [mini Rainfall Intensity (In/Hr) 1 50. 561 12. 85 2. 293 2 2. 313 8. 45 3. 006 Qmax(l) = 1. 000 * 1. 000 + 50. 561) + 0. 763 * 1. 000 2. 313) + = 52. 325 Qmax(2) = 1. 000 * 0. 657 * 50. 561) + 1. 000 * 1. 000 k 2. 313) + -35. 550 Total of 2 main streams to confluence: m m I Flow rates before confluence point: 50.561 2.313 Maximum flow rates at confluence using above data: 52.325 35.550 Area of streams before confluence: 40.800 1.350 Results of confluence: Total flow rate = 52.325(CFS) Time of concentration = 12.850 min. Effective stream area after confluence = 42.150(Ac. ++++ 34 .000 +++++++++++++++++++++++++++++++++++++4-+++++++++++++++++++ Process from Point/Station 34.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 42.150(Ac.) Runoff from this stream = 52.325(CFS) Time of concentration = 12.85 min. Rainfall intensity = 2.293(In/Hr) Program is now starting with Main Stream No. 2 4-4-4-4- 43.000 4-4- + 4-4-4- + + 4-4- + + 4-4-4-4-4-4- + 4-4-4- + 4- + 4- + 4-4-4-4-4-4-4- + 4-4-4-4-4-4-4-4- + + 4-4-4-4-4-4- + 4- + 4-4-4-4-4-4-4-4-4-4-4-4- Process from Point/Station 42.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.570 Initial subarea total flow distance = 300.000(Ft.) Highest elevation = 101.000(Ft.) Lowest elevation = 86.000(Ft.) Elevation difference = 15.000(Ft.) Slope = 5.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 100.00 (Ft) for the top area slope value of 5.00%, in a development type of 7.3 DU/A or Less In Accordance With Figure 3-3 Initial Area Time of Concentration ^ 5.58 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(l.l-0.5700}*( 100.000".5)/( 5.000"(1/3)]= 5.58 The initial area total distance of 300.00 (Ft.) entered leaves a remaining distance of 200.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.46 minutes I for a distance of 200.00 (Ft.) and a slope of 5.00% with an elevation difference of 10.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr; 1.4 63 Minutes Tt=[(11.9*0.0379"3)/( 10.00)]".385= 1.4 6 Total initial area Ti = 5.58 minutes from Figure 3-3 formula plus 1.4 6 minutes from the Figure 3-4 formula = 7.04 minutes Rainfall intensity (I). = 3.380(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.570 Subarea runoff = 1.561(CFS) Total initial stream area = 0.810(Ac.) 4-4-4-4- 34 .000 Process from Point/Station 43.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 86.000(Ft.) Downstream point/station elevation = 80.000(Ft.) Pipe length = 75.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 1.561 (CFS) Given pipe size = 24.00(In.) Calculated individual pipe flow == 1.561(CFS) Normal flow depth in pipe = 2.59(In.) Flow top width inside pipe = 14.88 (In.) Critical Depth - 5.17(In.) Pipe flow velocity = 8.56(Ft/s) Travel time through pipe = 0.15 min. Time of concentration (TC) = 7.19 min. 4-4-4-4- Process from Point/Station 34.000 to Point/Station 34.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area - 0.810(Ac.) Runoff from this stream = 1.561(CFS) Time of concentration = 7.19 min. Rainfall intensity = 3.336(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 52.325 12.85 2.293 2 1.561 7.19 3.336 Qmax(l) = 1.000 * 1.000 * 52.325) + 0.688 * 1.000 * 1.561) + = 53.398 I I I I I I I I I Qmax(2) = 1.000 * 0.559 * 52.325) + 1.000 * 1.000 * 1.561) + = 30.831 Total of 2 main streams to confluence: Flow rates before confluence point: 52.325 1.561 Maximum flow rates at confluence using above data: 53.398 30.831 Area of streams before confluence: 42.150 0.810 Results of confluence: Total flow rate = 53.398(CFS) Time of concentration = 12.850 min. Effective stream area after confluence = 42.960(Ac +4-+4- Process from Point/Station 34.000 to Point/Station 35.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 74.850(Ft.) Downstream point/station elevation = 70.040(Ft.) Pipe length = 171.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.398(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 53.398(CFS) Normal flow depth in pipe = 19.85 (In.) Flow top width inside pipe = 28.39(In.) Critical Depth = 28.05(In.) Pipe flow velocity = 15.48(Ft/s) Travel time through pipe = 0.18 min. Time of concentration (TC) = 13.03 min. 4-4-4-4- Process from Point/Station 35.000 to Point/Station 35.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 42.960(Ac.) Runoff from this stream - 53.398(CFS) Time of concentration = 13.03 min. Rainfall intensity = 2.272(In/Hr) Program is now starting with Main Stream No. 2 4-4-4-+ Process from Point/Station 35.000 to Point/Station 35.000 **** INITIAL AREA EVALUATION **** m I I Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 200.000(Ft.) Highest elevation = 87.000(Ft.) Lowest elevation = 78.000(Ft.) Elevation difference = 9.000(Ft.) Slope = 4.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.50 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.38 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.8700)*( 90.000".5)/( 4.500"(1/3)]= 2.38 The initial area total distance of 200.00 (Ft.) entered leaves a remaining distance of 110.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.96 minutes for a distance of 110.00 (Ft.) and a slope of 4.50 % with an elevation difference of 4.95(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.962 Minutes Tt=[ (11.9*0.0208"3)/( 4.95)]".385= 0.96 Total initial area Ti = 2.38 minutes from Figure 3-3 formula plus storm 0.96 minutes from the Figure 3-4 formula = 3.34 minutes Calculated TC of 3.341 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 0.880(CFS) Total initial stream area = 0.240(Ac.) 4-4-4-4- 35.000 4-4-4-4-+ 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+ 4-+ 4-4-4-4-4-+ 4-4-4-4-4-+-4--h + 4-4-4-4-4-4-4-4-4- Process from Point/Station 35.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.240(Ac.) Runoff from this stream - 0.880(CFS) Time of concentration = 3.34 min. Rainfall intensity = 4.216{In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 53.398 0.880 Qmax{l) = 1.000 * 0.539 * Qmax (2) = 000 000 13.03 3.34 1.000 * 1.000 * 0.256 * 1.000 * 2.272 4.216 53.398) + 0.880) -I- 53.398) -i- 0.880) + 53.873 14.566 Total of 2 main streams to confluence: Flow rates before confluence point: 53.398 0.880 Maximum flow rates at confluence using above data: 53.873 14.566 Area of streams before confluence: 42.960 0.240 Results of confluence: Total flow rate = 53.873(CFS) Time of concentration = 13.034 min. Effective stream area after confluence = 43.200(Ac 4-4-4-1- Process from Point/Station 35.000 to Point/Station 36.000 PIPEFLOW TRAVEL TIME (User specified size; Upstream point/station elevation = 69.290(Ft.) Downstream point/station elevation = 49.000(Ft.) Pipe length = 294.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 53.873 (CFS) Given pipe size = 30.00 (In.) Calculated individual pipe flow = 53.873(CFS) Normal flow depth in pipe = 15.00(In.) Flow top width inside pipe = 30.00(In.) Critical Depth = 28.10 (In.) Pipe flow velocity = 21.95(Ft/s) Travel time through pipe = 0.22 min. Time of concentration (TC) = 13.26 min. 4-4-4-4- Process from Point/Station 36.000 to Point/Station 36.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 43.200(Ac.) Runoff from this stream = 53.873(CFS) Time of concentration = 13.26 min. Rainfall intensity = 2.248(In/Hr) Program is now starting with Main Stream No, 2 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-++4-4-4-4-4-4-4-4- + +++ Process from Point/Station 36.000 to Point/Station 36.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 300.000(Ft.) Highest elevation = 78.000(Ft.) Lowest elevation = 58.000(Ft.) Elevation difference = 20.000(Ft.) Slope = 6.667 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 6.67 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.09 minutes TC = [1.8*(l.I-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8* (1.1-0. 8700)* ( 90.000". 5)/( 6.667"(1/3)]= 2.09 The initial area total distance of 300.00 (Ft.) entered leaves a remaining distance of 210.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.36 minutes for a distance of 210.00 (Ft.) and a slope of 6.67 % with an elevation difference of 14.00(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.360 Minutes Tt=[ (11.9*0.0398"3)/( 14.00)]".385= 1.36 Total initial area Ti = 2.09 minutes from Figure 3-3 formula plus 1.36 minutes from the Figure 3-4 formula = 3.45 minutes Calculated TC of 3.447 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 1.650(CFS) Total initial stream area = 0.450(Ac.) ++++ 36.000 ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 36.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.450(Ac.) m d Runoff from this stream = 1.650(CFS) Time of concentration = 3.45 min. Rainfall intensity = 4.216 (In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC [min! Rainfall Intensity (In/Hr) I ++++ 1 53 873 13. 26 2 248 2 1 650 3. 45 4 216 Qmax(1) = 1 000 1. 000 * 53 .873) + 0 533 * 1. 000 + 1 . 650) + — 54 .753 Qmax(2) 1 000 * 0. 260 * 53 . 873) + 1 000 * 1. 000 1 .650) + = 15 .656 Total of 2 main streams to confluence: Flow rates before confluence point: 53.873 1.650 Maximum flow rates at confluence using above data: 54.753 15.656 Area of streams before confluence: 43.200 0.450 Results of confluence: Total flow rate = 54.753(CFS) Time of concentration = 13.257 min. Effective stream area after confluence = 43.650(Ac Process from Point/Station 36.000 to Point/Station 37.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 48.250(Ft.) Downstream point/station elevation = 35.970(Ft.) Pipe length = 304.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 54.753(CFS) Given pipe size = 30.00(In.) Calculated individual pipe flow = 54.753(CFS) Normal flow depth in pipe = 17.86(In.) Flow top width inside pipe = 29.45(In.) Critical Depth = 28.22(In.) Pipe flow velocity = 17.96(Ft/s) Travel time through pipe = 0.28 min. Time of concentration (TC) = 13.54 min. ++++ Process from Point/Station 37.000 to Point/Station 37.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 43.650(Ac.) Runoff from this stream = 54.753(CFS) Time of concentration = 13.54 min. Rainfall intensity = 2.217(In/Hr) Program is now starting with Main Stream No. 2 ++++ 37.000 Process from Point/Station 37.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 310.000(Ft.) Highest elevation = 58.000(Ft.) Lowest elevation = 44.000(Ft.) Elevation difference = I4.000(Ft.) Slope = 4.516 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 4.52%, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.38 minutes TC = [1.8*(1.1-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.8700)*( 90.000".5)/( 4.516"(1/3)]= 2.38 The initial area total distance of 310.00 (Ft.) entered leaves a remaining distance of 220.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.64 minutes for a distance of 220.00 (Ft.) and a slope of 4.52 % with an elevation difference of 9.94{Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) = 1.637 Minutes Tt=[ (11.9*0.0417"3)/( 9.94)]".385= 1.64 Total initial area Ti = 2.38 minutes from Figure 3-3 formula plus storm ++++ 1.64 minutes from the Figure 3-4 formula = 4.01 minutes Calculated TC of 4.014 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C == 0.870 Subarea runoff = 2.347(CFS) Total initial stream area = 0.640(Ac.) Process from Point/Station 37.000 to Point/Station m 37.000 CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 0.640(Ac.) Runoff from this stream = 2.347(CFS) Time of concentration = 4.01 min. Rainfall intensity = 4.216(In/Hr) Program is now starting with Main Stream No. 3 ++++ 50.000 +++++++++++++++++++++++++++++++++++++++++++++++++++++++++4-++++++++ Process from Point/Station 49.000 to Point/Station **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 160.000(Ft.) Highest elevation = 86.000(Ft.) Lowest elevation = 60.000(Ft.) Elevation difference = 26.000(Ft.) Slope = 16.250 % Top of Initial Area Slope adjusted by User to 7.000 % Bottom of Initial Area Slope adjusted by User to 7.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 90.00 (Ft) for the top area slope value of 7.00 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 2.05 minutes TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% slope"(l/3)] TC = [1.8*(1.1~0.8700)*( 90.000".5)/( 7.000"(1/3)]= 2.05 The initial area total distance of 160.00 (Ft.) entered leaves a remaining distance of 70.00 (Ft.) Using Figure 3-4, the travel time for this distance is 0.57 minutes for a distance of 70.00 (Ft.) and a slope of 7.00 % with an elevation difference of 4.90(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 0.573 Minutes Tt=[ (11.9*0.0133"3)/( 4.90)]".385= 0.57 Total initial area Ti = 2.05 minutes from Figure 3-3 formula plus storm 0.57 minutes from the Figure 3-4 formula = 2.63 minutes Calculated TC of 2.626 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 1,100(CFS) li 1 Total initial stream area = 0.300(Ac. ++++ Process from Point/Station 50.000 to Point/Station 51.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 60.000(Ft.) End of street segment elevation = 43.000(Ft.) Length of street segment = 625.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 50.000(Ft.) Distance from crown to crossfall grade break = 35.000(Ft.) Slope from gutter to grade break (v/hz) = 0.020 Slope from grade break to crown (v/hz) = 0.020 Street flow is on [1] side(s) of the street Distance from curb to property line = 10.000(Ft.) Slope from curb to property line (v/hz) = 0.020 Gutter width = 2.000(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0180 Manning's N from gutter to grade break = 0.0180 Manning's N from grade break to crown = 0.0180 Estimated mean flow rate at midpoint of street = 3.935(CFS) Depth of flow = 0.337{Ft.), Average velocity = 3.192(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 10.518(Ft.) Flow velocity = 3.19(Ft/s) Travel time = 3.26 min. TC = 5.89 min. Adding area flow to street User specified 'C value of 0.880 given for subarea Rainfall intensity = 3.793(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.880 CA = 1.760 Subarea runoff = 5.575(CFS) for 1.700(Ac.) Total runoff = 6.676(CFS) Total area = 2.000(Ac. Street flow at end of street = 6.676(CFS) Half street flow at end of street = 6.676(CFS) Depth of flow = 0.389(Ft.), Average velocity = 3.613(Ft/s) Flow width (from curb towards crown)= 13.119(Ft.) ++++ 37.000 Process from Point/Station 51.000 to Point/Station **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 43.000(Ft.) Downstream point/station elevation = 42.000(Ft.} Pipe length = 50.00(Ft.) Manning's N = 0.012 No. of pipes = 1 Required pipe flow = 6.676(CFS) Given pipe size = 18.00(In.) Calculated individual pipe flow = 6.676(CFS) Normal flow depth in pipe = 8.08(In.) Flow top width inside pipe = 17.91(In.) Critical Depth = I2.00(In.) m d Pipe flow velocity = 8.68(Ft/s) Travel time through pipe = 0.10 min. Time of concentration (TC) = 5.99 min. ++++ Process from Point/Station 37 .000 37.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 2.000(Ac.) Runoff from this stream = 6.676(CFS) Time of concentration = 5.99 min. Rainfall intensity = 3.754(In/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (In/Hr) 1 54 753 13 .54 2 217 2 2 347 4 .01 4 216 3 6 676 5 . 99 3 754 Qmax(1) 1 000 1 .000 * 54. 753) + 0 526 1 .000 * 2. 347) + 0 591 k 1 .000 6. 676) + = 59 930 Qmax(2) = 1 000 k 0 .296 * 54. 753) + 1 000 k 1 . 000 * 2. 347) + 1 000 k 0 . 671 6. 676) + 23 055 Qmax(3) = 1 000 k 0 . 442 * 54. 753) + 0 890 k 1 .000 + 2. 347) + 1 000 k 1 .000 6. 676) + = 32 971 Total of 3 main streams to confluence: Flow rates before confluence point: 54.753 2.347 6.676 Maximum flow rates at confluence using above data: 59.930 23.055 32.971 Area of streams before confluence: 43.650 0.640 2.000 Results of confluence: Total flow rate = 59.930(CFS) Time of concentration = 13.539 min. Effective stream area after confluence 46.290(Ac ++++ Process from Point/Station 37.000 to Point/Station 38.000 PIPEFLOW TRAVEL TIME (User specified size) **** d upstream point/station elevation = 35.220(Ft.) Downstream point/station elevation = 26.280{Ft.) Pipe length = 388.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 59.930(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 59.930(CFS) Normal flow depth in pipe = 19.92(In.) Flow top width inside pipe = 35.79(In.) Critical Depth = 30.01(In.) Pipe flow velocity = 14.92(Ft/s) Travel time through pipe = 0.43 min. Time of concentration (TC) = 13.97 min. ++++ Process from Point/Station 38.000 38.000 to Point/Station CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 1 Stream flow area = 46.290(Ac.) Runoff from this stream = 59.930(CFS) Time of concentration = 13.97 min. Rainfall intensity = 2.173(In/Hr) Program is now starting with Main Stream No. 2 ++++ Process from Point/Station 38.000 38.000 to Point/Station INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 0.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 1.000 [INDUSTRIAL area type ] (General Industrial ) Impervious value, Ai = 0.950 Sub-Area C Value = 0.870 Initial subarea total flow distance = 388.000(Ft.) Highest elevation = 44.000(Ft.) Lowest elevation = 32.000(Ft.) Elevation difference = 12.000(Ft.) Slope = 3.093 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 80.00 (Ft) for the top area slope value of 3.09 %, in a development type of General Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = TC = [1.8*(l.l-C)*distance(Ft.)".5)/(% TC = [1.8*(l.l-0.8700)*( 80.000".5)/( 2.54 minutes slope" (1/3)] 3.093"(l/3)]= 2.54 The initial area total distance of 388.00 (Ft.) entered leaves a remaining distance of 308.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.45 d minutes for a distance of 308.00 (Ft.) and a slope of 3.09 % with an elevation difference of 9.53(Ft.) from the end of the top area Tt = [11.9*length(Mi)"3)/(elevation change(Ft.))]".385 *60(min/hr) 2.455 Minutes 1 Tt=[ (11.9*0.0583"3)/ ( 9.53}]".385= 2.4 5 Total initial area Ti = 2.54 minutes from Figure 3-3 formula plus storm 2.45 minutes from the Figure 3-4 formula = 5.00 minutes Calculated TC of 4.996 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.216(In/Hr) for a 10.0 year Effective runoff coefficient used for area (Q^KCIA) is C = 0.870 Subarea runoff = 4.511(CFS) Total initial stream area = 1.230(Ac.) ++++ 38.000 Process from Point/Station 38.000 to Point/Station **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 2 Stream flow area = 1.230(Ac.) Runoff from this stream = 4.511(CFS) Time of concentration = 5.00 min. Rainfall intensity = 4.216(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 59.930 13.97 2.173 2 4.511 5.00 4.216 Qmax(1) - 1.000 * 1.000 * 59.930) + 0.515 * 1.000 * 4.511) + = 62.255 Qmax(2) = 1.000 * 0.358 * 59.930) + I.000 * 1.000 * 4.511) + = 25.940 Total of 2 main streams to confluence: Flow rates before confluence point: 59.930 4.511 Maximum flow rates at confluence using above data: 62.255 25.940 Area of streams before confluence: 46.290 1.230 Results of confluence: Total flow rate = 62.255(CFS) Time of concentration = 13.973 min. Effective stream area after confluence = 47.520(Ac. ++++ Process from Point/Station 38.000 to Point/Station 39.000 **** PIPEFLOW TRAVEL TIME (User specified size) **** Upstream point/station elevation = 25.930(Ft.) Downstream point/station elevation = 15.500(Ft.) Pipe length = 60.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 62.255(CFS) Given pipe size = 36.00(In.) Calculated individual pipe flow = 62.255(CFS) Normal flow depth in pipe = 11.58(In.) Flow top width inside pipe = 33.63 (In.) Critical Depth = 30.49(In.) Pipe flow velocity = 31.71(Ft/s) Travel time through pipe = 0.03 min. Time of concentration (TC) = 14.00 min. End of computations, total study area = 47.520 (Ac m J 10-year Hydraulic Calculations Tl Pio Pico storm Drain T2 Fi1ename: "Pioful1lOyear.wsw" T3 From Forest Ave to the Las Flares SO R 3X R 3X R 3X R 3X R 3X R 3X R 3X R DX R 3X R 3X R 3X R 3X R 3X R 3X R WE SH CD CD CD CD CD Q 1088.000 15.500 1 piofuniOyear.wsw 5/29/2009 by Bob Sutherlin Freeway Ramp Outlet 18.500 1148.000 25.930 1 .013 .000 .000 0 1152.000 26.280 1 4 .013 2 400 -90.0 1540.000 35.220 1 .013 -9 .091 .000 0 1544.000 35.970 1 3 .013 5 200 35.630 -90.0 000 1848.000 48.250 2 .013 .000 .000 0 1852.000 49.000 2 4 .013 0 800 -90.0 2146.000 69.290 2 .013 .000 .000 0 21S0.000 70.040 2 4 .013 0 500 -90.0 2321.000 74.850 2 .013 .000 85 .000 0 2326.000 78.290 3 3 .013 10 700 74.850 -14.0 -60 000 2337.000 78.610 3 .013 .000 -60 .000 0 2341.000 78.760 3 .013 00.0 2777.080 94.860 3 .013 .000 2782.080 94.910 3 .013 00.0 2798.040 95.120 3 .013 .000 2799.040 95.220 3 5 .013 3 8 95.78 00.0 2812.080 95.670 3 .013 -60 .000 .000 0 2816.080 95.710 3 4 .013 3 000 95.910 60.0 000 2867.080 95.980 3 .013 -35 .000 .000 0 2871.080 96.280 2 .013 00.0 3021.170 98.650 2 .013 .000 .000 0 3025.170 98.710 2 4 .013 1 000 102.170 70.0 000 3225.970 101.570 2 .013 .000 .000 0 3229.970 101.870 2 4 .013 4 600 101.890 70.0 000 3273.970 102.750 2 .013 .000 .000 0 3277.970 103.050 2 3 .013 12 100 103.350 60.0 -30 000 3287.970 103.240 2 .013 .000 .000 0 3291.970 103.540 4 3 .013 0 600 103.550 60.0 -30 000 3311.730 103.930 4 .013 .000 .000 0 3311.730 103.930 4 .500 3311.730 103.930 4 107.000 14 1 .000 3 .000 .000 .000 .000 .00 2 4 1 .000 2 .500 000 .000 .000 .00 3 4 1 .000 2 .000 000 .000 .000 .00 4 4 1 .000 1 .500 000 .000 .000 .00 5 4 1 .000 1 000 000 .000 .000 .00 17.600 Page 1 ir^ r J t M pi oful1lOyear.OUT • FILE: piofu11lOyear.WSW w s P G W - CIVILDESIGN version 14.06 PAGE Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico Storm Drain Filename: "PiofuniOyear.wsw" 5/29/2009 by Bob Sutherlin From Forest Ave to the Las Flores Freeway Ramp Outlet ************** t*ie1e********1i1e***************1i***ii*1t**1i*******1t* ******* *1c* ******** Date: 6- 1-2009 Time:ll:31:18 Station L/Elera ********* 1088.000 Invert Elev 11.172 1099.172 9.270 1108.443 7.510 1115.953 6.215 1122.167 5.219 1127.386 4.429 1131.815 3.789 1135.604 3.257 1138.861 Ch slope ********* 15.500 .1738 17.442 .1738 19.054 .1738 20.359 .1738 21.439 .1738 22.347 .1738 23.117 .1738 23.775 .1738 24.341 Depth (FT) ******** 1.114 Water Elev ********* 16.614 1.152 1.194 1.237 1.283 1.330 1.379 1.431 1.485 18.594 20.247 21.596 22.722 23.676 24.496 25.206 25.827 Q (CFS) ********* vel (FPS) vel Head ******* 62.30 26.08 62.30 62.30 62.30 62.30 62.30 62.30 62.30 62.30 24.92 23.76 22.65 21.60 20.59 19.64 18.72 17.85 SF Ave ******* 10.56 .0952 9.64 .0838 8.77 .0735 7.97 .0645 7.24 .0567 6.59 .0498 5.99 .0438 5.44 .0386 4.95 Energ Grd 1\. HF ********* 27.17 1.06 28.24 .78 29.01 .55 29.57 .40 29.97 .30 30.26 .22 30.48 .17 30.65 .13 30.77 Super Elev SE Dpth ******* .00 1.11 .00 1.15 .00 1.19 .00 1.24 .00 1.28 .00 1.33 .00 1.38 .00 1.43 .00 .0339 .10 1.49 W S P G W - CIVILDESIGN Version 14.06 Critical Depth Froude N ******** 2.54 5.06 2.54 4.74 2.54 4.43 2.54 4.14 2.54 3.86 2.54 3.60 2.54 3.36 2.54 3.13 2.54 2.92 Flow Top Wi dth Norm Dp ******** 2.90 Height/ Dia.-FT .97 2.92 .97 2.94 .97 2.95 .97 2.97 .97 2.98 .97 2.99 .97 3.00 .97 3.00 .97 "N" ******* 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 3.000 .013 Base wt or I.D. X-Fall ******* ZL ZR ***** .000 .00 .00 ,000 .00 ,000 .00 ,000 .00 ,000 .00 .000 .00 ,000 .00 ,000 .00 ,000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ,00 ,00 NO wth Prs/Pip Type ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE PAGE Date: 6- 1-2009 Time:ll:31:18 2.810 .1738 • FILE: piofulllOyear.wsw Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico Storm Drain Filename: "PiofulllOyear.wsw" 5/29/2009 by Bob Sutherlin From Forest Ave to the Las Flores Freeway Ramp outlet ************************************************************************************************************************** ******** I Invert I Depth | Water 1 Q | vel vel | Energy | Super Icritical[Flow Top Station I Elev | (FT) j Elev j (CFS) j (FPS) Head Grd.El.l Elev Depth Width -I- -I- -i- -I- -I- -!- -I- -i- -i- -1- L/Elem |Ch Slope I | | j SF Ave! HF jsE DpthlFroude NiNorm Dp Page 1 Height/1 Base wt| Dia.-FTlor I.D. ZL -I- -I- "N" I X-FallI ZR No Wth Prs/Pip Type Ch piofulllOyear.OUT ********* I ********* I ******** I ********* I ********* I ******* I ******* I ********* I ******* I ******** I ******** I ******* I ******* 1 ***** I ******* 1141.671 24.830 1.542 26 372 62.30 17 02 4.50 30.87 .00 2.54 3 .00 3.000 .000 2.427 .1738 .0299 .07 1.54 2.71 .97 .013 .00 1144.098 25.252 1.602 26 853 62.30 16 23 4.09 30.94 .00 2.54 2 .99 3.000 .000 2.096 .1738 .0264 .06 1.60 2.53 .97 .013 .00 1146.194 25.616 1.664 27 280 62.30 15 47 3.72 31.00 .00 2.54 2 .98 3.000 .000 1.806 .1738 .0233 .04 1.66 2.35 .97 .013 .00 1148.000 25.930 1.730 27 660 62.30 14 75 3.38 31.04 .00 2.54 2 .96 3.000 .000 JUNCT STR .0875 .0224 .09 1.74 2.18 .013 .00 1152.000 26.280 1.660 27 940 59.90 14 92 3.46 31.40 .01 2.50 2 98 3.000 .000 203.454 .0230 .0230 4.69 1.67 2.27 1 66 .013 .00 1355.454 30.968 1.660 32 628 59.90 14 92 3.46 36.09 .01 2.50 2 98 3.000 .000 184.546 .0230 .0239 4.42 1.67 2.27 1 66 .013 .00 1540.000 35.220 1.623 36 843 59.90 15 35 3.66 40.50 .00 2.50 2 99 3.000 .000 JUNCT STR .1875 .0264 .11 1.62 2.37 .013 .00 1544.000 35.970 1.482 37 452 54.70 18. 04 5.05 42.51 .00 2.35 2 46 2.500 .000 120.425 .0404 .0421 5.06 1.48 2.86 1 49 .013 .00 1664.425 40.835 1.456 42 290 54.70 18. 44 5.28 47.57 .00 2.35 2 47 2.500 .000 82.947 .0404 FILE: piofulllOyear.wsw W S P G W - .0461 CIVILDESIGN 3.82 Version 1.46 14.06 2.96 1 49 .013 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 ,00 PIPE PAGE Date: 6- 1-2009 Time:ll:31:18 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico Storm Drain Filename: "PiofulllOyear.wsw" 5/29/2009 by Sob Sutherlin From Forest Ave to the Las Flores Freeway Ramp Outlet ************************************************************************************************************************** ******** Station L/Elem ********* Invert Elev Ch Slope ********* Depth I Water | (FT) I Elev I -I- -I Q (CFS) vel vel I (FPS) Head I -I- -I I t I SF Ave! HF ******** I ********* I ********* I ******* I ******* I ********* Energy 1 Super [CriticaliFlow Top|Height/|Base Wt Grd.El.I Elev Depth width lDia.-FT|or I.D. SE Dpth ******* 1747.372 44.185 1 400 1 45. 585 1 54 70 1 19 34 1 5.81 51 39 .00 44.760 .0404 1 j .0522 2 34 1 1.40 1792.132 45.993 1 1 347 1 47. j 340 1 54 1 70 1 20 29 1 1 6.39 53. 1 73 .00 31.369 .0404 1 1 1 .0592 1. 86 1 1.35 1823.501 47.260 1 [ 297 48. 1 557 54 1 70 21 28 1 7.03 55. 1 59 .00 Froude N ******** 2.35 3.19 2.35 3.44 2.35 -I- -I Norm Dp I "N" I x-Fall ******** I *******[******* 2.48 1.49 2.49 1.49 2.50 2.500 ZL INO wth I Prs/Pip ZR I Type Ch ***** I ******* .013 2.500 Page 2 I .013 I I 2.500 I- -I .000 .00 1 1 .00 .00 [ - PIPE 1 .000 .00 i 1 1 .00 .00 1 PIPE 1 .000 .00 1 1 .0 .0 .0 I- 24.499 .0404 .0671 1 64 1.30 3.70 1 49 .013 .00 .00 PIPE 1848.000 48.250 1 249 49.499 54 70 22 32 7.73 57 23 .00 2.35 2 50 2.500 .000 .00 1 .0 3UNCT STR .1875 .0702 28 1.25 3.97 .013 .00 .00 PIPE 1852.000 49.000 1 250 50.250 53 90 21 95 7.48 57 73 .00 2.34 2 50 2.500 .000 .00 1 .0 16.099 .0690 .0690 1 11 1.25 3.90 1 25 .013 .00 .00 PIPE 1868.099 50.111 1 250 51.361 53 90 21 95 7.48 58 85 .00 2.34 2 50 2.500 .000 .00 1 .0 153.887 .0690 .0653 10 04 1.25 3.90 1 25 .013 .00 .00 PIPE 2021.985 60.731 1 294 62.025 53 90 21 02 6.86 68 89 .00 2.34 2 50 2.500 .000 .00 1 .0 51.393 .0690 .0579 2 97 1.29 3.66 1 25 .013 .00 .00 PIPE 2073.378 64.278 1. 344 65.622 53 90 20 04 6.24 71 86 .00 2.34 2 49 2.500 .000 .00 1 .0 28.600 .0690 .0510 1 46 1.34 3.40 1 25 .013 .00 .00 PIPE 2101.979 66.252 1. 397 67.649 53 90 19 11 5.67 73 32 .00 2.34 2 48 2.500 .000 .00 1 .0 19.196 .0690 .0451 86 1.40 3.16 1 25 .013 .00 .00 PIPE u FILE: piofulllOyear.wsw 4 W S P G W - CIVILDESIGN Version 14.06 PAGE Date: 6- 1-2009 Time:ll:31:18 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico storm Drain Filename: "PiofulllOyear.wsw" 5/29/2009 by Bob Sutherlin From Forest Ave to the Las Flores Freeway Ramp Outlet ************************************************************************************************************************** ******** Station L/Elera ********* Invert Elev ch Slope ********* Depth (FT) ******** Water Elev ********* Q (CFS) ********* Vel (FPS) Vel Head ******* SF Ave ******* Energy Grd.El. HF ********* 2121.174 67.577 1.452 69.029 53 .90 18 22 5.16 74 18 .00 2.34 2.47 2.500 .000 .00 1 .0 14.050 .0690 .0398 56 1.45 2.93 1.25 .013 .00 .00 PIPE 2135.224 68.546 1.511 70.057 53 .90 17 37 4.69 74 74 .00 2.34 2.44 2.500 .000 .00 1 .0 10.776 .0690 .0353 38 1.51 2.72 1.25 .013 .00 .00 PIPE 2146.000 69.290 1.574 70.864 53 90 16 56 4.26 75 12 .00 2.34 2.41 2.500 .000 .00 1 .0 JUNCT STR .1875 .0300 12 1.57 2.51 .013 .00 .00 PIPE 2150.000 70.040 1.681 71.721 53 40 15 22 3.60 75 32 .00 2.34 2.35 2.500 .000 .00 1 .0 39.654 .0281 .0266 • 1 06 1.68 2.19 1.66 .013 .00 .00 PIPE 2189.654 71.155 1.696 72.852 53 40 •15 06 3.52 76 37 .00 2.34 2.34 2.500 .000 .00 1 .0 74.693 .0281 .0248 1 86 1.70 2.15 1.66 .013 .00 .00 PIPE 2264.346 73.256 1.772 75.028 S3 40 14 36 3.20 78 23 .00 2.34 2.27 2.500 .000 .00 1 .0 Super Elev SE Dpth ******* Critical I Flow Top Depth Width Froude N ******** Norm Dp ******** Height/ Dia. -FT "N" ******* Base Wt or I.D. X-Fall ******* Page 3 ZL ZR ***** NO Wth Prs/Pip Type ch ******* mm wmm ^ s ft M 35.326 .0281 .0222 78 1.77 1.98 1 66 .013 .00 .00 PIPE 2299.672 74.250 1 853 76 103 53 40 13 69 2.91 79 01 .00 2.34 2 19 2.500 .000 .00 1 .0 21.328 .0281 .0199 42 1.85 1.81 1 66 .013 .00 .00 PIPE 2321.000 74.850 1 942 76 792 53 40 13 05 2.65 79 44 2.50 2.34 2 08 2.500 .000 .00 1 .0 JUNCT STR .6880 .0274 14 2.50 1.64 .013 .00 .00 PIPE 2326.000 78.290 1 632 79 922 42 70 15 56 1 3.76 83 68 .00 1.96 1 55 2.000 .000 .00 1 .0 11.000 .0291 .0364 40 1.63 2.06 2 00 .013 .00 .00 PIPE • FILE: piofulllOyear.wsw w s P G w - CIVILDESIGN version 14.06 5 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico storm Drain Filename: "PiofulllOyear.wsw" 5/29/2009 by Bob Sutherlin From Forest Ave to the Las Flores Freeway Ramp Outlet ************************************************************************************************************************** ******** PAGE Date: 6- 1-2009 Time:ll:31;18 I Invert | Depth Station Elev (FT) L/Elem ********* 2337.000 JUNCT STR 2341.000 49.809 2390.809 159.537 2550.346 154.094 2704.440 47.841 2752.281 24.799 2777.080 JUNCT STR 2782.080 15.960 2798.040 Ch slope ********* 78.610 .0375 78.760 .0369 80.599 .0369 86.489 .0369 92.178 .0369 93.944 .0369 94.860 .0100 94.910 .0132 95.120 ******** 1.607 1.608 1.608 1.610 1.698 1.803 1.963 2.107 2.465 Water Elev ********* 80.217 80.368 82.207 88.099 93.876 95.748 96.823 97.017 97.585 Q (CFS) ********* vel (FPS) vel Head ******* 42.70 15.78 42.70 42.70 42.70 42.70 42.70 42.70 42.70 42.70 15.77 15.77 15.75 15.02 14.32 13.65 13.59 13.59 SF Ave ******* 3.87 .0369 3.86 .0369 3.86 .0369 3.85 .0352 3.50 .0325 3.18 .0317 2.89 .0338 2.87 ,0356 2.87 Page Energy Grd.EI. HF ********* 84.08 .15 84.23 1.84 86.07 5.88 91.95 5.43 97.38 1.55 98.93 .79 99.72 .17 99.89 .57 100.45 4 Super Elev SE Dpth ******* .00 1.61 .00 1.61 .00 1.61 .00 1.61 .00 1.70 .00 1.80 .00 1.96 .00 2.11 .00 Critical Depth Froude N ******** 1.96 2.13 1.96 2.13 1.96 2.13 1.96 2.12 1.96 1.88 1.96 1.59 1.96 1.00 1.96 .00 1.96 Flow Top Width Norm Dp ******** 1.59 Height/1 Base Wt Dia.-FT or I.D. 1.59 1.61 1.59 1.61 1.58 1.61 1.43 1.61 1.19 1.61 .54 .00 2.00 .00 "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.000 x-Fall ******* .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 .00 .000 ZL ZR NO wth Prs/Pip Type Ch ***** ******* .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 .00 PIPE .00 1 .0 1^ la m^M m...s ft i pi ofu11lOyear.OUT JUNCT STR .1000 .0326 .03 .00 .00 .013 .00 .00 PIPE a FILE: piofulllOyear.wsw W S P G W - CIVILDESIGN version 14.06 PAGE 6 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico Storm Drain Filename: "PiofulllOyear.wsw" 5/29/2009 by Bob Sutherlin From Forest Ave to the Las Flores Freeway Ramp outlet ***************************************************************i,*****t********************ic1t******************************* ******** Date: 6- 1-2009 Time:ll:31:18 Station L/Elem ********* 2799.040 13.040 2812.080 JUNCT STR 2816.080 51.000 2867.080 JUNCT STR 2871.080 150.090 3021.170 JUNCT STR 3025.170 200.800 3225.970 JUNCT STR 3229.970 Invert El ev Ch slope ********* 95.220 .0345 95.670 ,0100 95.710 .0053 95.980 ,0750 96.280 .0158 98.650 ,0150 98.710 .0142 101.570 .0750 101.870 Depth (FT) ******** 3.192 3.516 4.267 5.534 6.497 5.276 5.336 3.930 4.016 Water El ev ********* 98.412 99.186 99.977 101.514 102.777 103.926 104.046 105.500 105.886 Q (CFS) ********* 38.90 38.90 35.90 35.90 35.90 35.90 34.90 34.90 30.30 Vel (FPS) vel Head ******* 12.38 12.38 11.43 11.43 7.31 7.31 7.11 7.11 6.17 SF Ave ******* 2.38 .0296 2.38 .0274 2.03 .0252 2.03 .0164 .83 .0077 .83 .0075 .78 .0072 .78 .0063 .59 Energy Grd.El. HF ********* 100.79 .39 101.57 .11 102.00 1.28 103.54 .07 103.61 1.15 104.76 .03 104.83 1.45 106.28 .03 106.48 Super Elev SE Dpth ******* .00 .00 ,00 ,00 .00 .00 .00 5.53 .00 6.50 .00 5.28 .00 5.34 .00 3.93 .00 .0055 .24 4.02 W S P G W - CIVILDESIGN Version 14.06 Critical Depth Froude N ******** 1.95 .00 1.95 .00 1.93 .00 1.93 .00 2.03 .00 2.03 .00 2.01 .00 2.01 .00 1.88 .00 Flow Top Wi dth Norm Dp ******** .00 1.52 .00 ,00 2.00 .00 ,00 1.54 .00 ,00 1.56 .00 ,00 1.28 Height/ Dia. -FT "N" ******* 2.000 .013 2.000 .013 2.000 .013 2.000 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 2.500 .013 Base wtl or I.D. ZL X-Fall ******* .000 ZR ***** .00 ,000 .00 ,000 .00 ,000 .00 .000 .00 .000 .00 .000 .00 ,000 .00 ,000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 No wth Prs/Pip Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 .00 PIPE PAGE 44.000 .0200 D FILE: piofulllOyear.wsw Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico storm Drain Filename: "PiofulllOyear.wsw" 5/29/2009 by Bob Sutherlin From Forest Ave to the Las Flores Freeway Ramp Outlet ************************************************ *******it*i* it ***********************'ti****1i**iti,*it**************'lt********1e**** ******** Date: 6- 1-2009 Time:ll:31:18 I Invert I Depth | water | Q | vel station 1 Elev | (FT) | Elev | (CFS) | (FPS) -I- -I- -I- -I- -I- vel I Energy | Super (Critical I Flow Top|Height/ Head I Grd.El.j Elev -I- Page 5 -I- Depth I width Dia.-FT -!- -I- Base wtl I NO wth or I.D.I ZL Prs/Pip -I- -I •i^ m^.M m M mi-..M ft i L/Elem Ich slope ********* I ********* 3273.970 JUNCT STR i 3277.970 10.000 3287.970 JUNCT STR 3291.970 102.750 .0750 103.050 .0190 103.240 .0750 103.540 ******** 3.376 19.760 .0197 WALL ENTRANCE I 3311.730 103.930 3.700 3.530 2.286 2.451 ********* 106.126 106.750 106.770 105.826 106.381 ********* 30.30 18.20 18.20 17.60 17.60 pi oful1lOyear.OUT SF Ave ******* I ******* 6.17 .59 3.71 .0037 .21 .0020 3.71 .21 9.96 .0150 1.54 9.96 .0281 1.54 HF ********* 106.72 .01 106.96 .02 106.98 .06 107.37 .55 107.92 SE Dpth ******* .00 .00 .00 3.70 .00 .00 .00 2.29 .00 Froude N ******** 1.88 .00 1.45 .00 1.45 .00 1.45 .00 1.45 Norm Dp ******** .00 .00 .98 .00 .00 1.50 .00 "N" ******* 2.500 .013 2.500 .013 2.500 .013 1.500 .013 1.500 X-Fal1 ******* .000 .00 .000 .00 .000 .00 .000 .00 ZR ***** .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 Type Ch ******* 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE 1 .0 PIPE .0 Page 6 Tl Pio Pico storm Drain —Line B lateral T2 Fi1ename: "Pi oLi neB.wsw" 5/29/09 T3 Line B lateral SO 1019.410 103.350 1 R 1078.950 104.580 1 .013 WE 1078.950 104.580 1 .500 SH 1078.950 104.580 1 CD 14 1 .000 1.500 .000 .000 Q 14.100 0 piolineb.wsw by Bob Sutherlin .000 106.100 104.580 .00 .000 .000 0 Page 1 IteM k J ft J • FILE: piolineb.wsw 1 piolineb.OUT W S P G W - CIVILDESIGN Version 14.06 PAGE Date: 6- 1-2009 Tirae:ll:48:43 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico Storm Drain Line B lateral Filename: "PioLineB.wsw" 5/29/09 by Bob Sutherlin Line B lateral ************************************************************************************************************************** ******** i Invert Station Elev L/Elem ********* Ch Slope ********* 1019.410 103.350 Depth (FT) water | Q | vel Elev I (CFS) I (FPS) Vel I Energy | Super Head I Grd.El.l Elev -I- -I- 59.540 .0207 WALL ENTRANCE I I 1078.950 104.580 -I- -I- I [ I SF Avei HF jSE Dpth ******** I ********* I ********* I ******* I ******* I *********[******* III II 2.750 106.100 14.10 7.98 .99 107.09 .00 criticaliFlow Top I Height/1 Base wt Depth I width Dia.-FT|or I.D. -I--I--I-.0180 Froude N|Norm Dp "N" | X-Fall ZR Type Ch ******** I ******** I ******* I ******* ***** ******* I I I 1.38 .00 1.500 .000 .00 1 ZL NO Wth Prs/Pip 1.07 2.593 107.173 -I-14.10 7.98 .99 108.16 -I-2.75 .00 .00 1.38 -I- -I-1.15 .013 .00 1.500 -I- I-.00 .00 PIPE .000 .00 .0 .0 Page 1 ft^.di ft m Tl Pio Pico Storm Drain Line T2 Filename: "PiolineC.wsw" T3 Line C lateral so 1019 390 102.170 1 R 1034 430 102.460 1 WE 1034 430 102.460 1 SH 1034 430 102.460 1 CD 1 4 1 .000 Q 5.100 .0 Lateral 5/29/09 PiolineC.wsw by Bob Sutherlin .013 .500 1.500 .000 .000 .000 105.900 102.460 .00 .000 .000 0 Page 1 ft.^ ft M 0 FILE: PiolineC.wsw 1 Piolinec.OUT w s P G w - CIVILDESIGN Version 14.06 PAGE Date: 6- 1-2009 Time:ll:45:46 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Pio Pico Storm Drain Line C Lateral Filename: "PiolineC.wsw" 5/29/09 by Bob Sutherlin Line C lateral ************************************************************************************************************************** ******** I Invert station | Elev L/Elem ich Slope ********* I ********* I 1019.390 102.170 -I-15.040 .0193 WALL ENTRANCE Depth I Water (FT) I Elev -I- ******** Q I vel vel (CFS) I (FPS) Head -I- Ene rgy | Super |Cri ti cal Grd.El.i Elev I Depth Flow Top I Height/1 Base wt width |Dia.-FT or I.D. I I SF Avel HF ISE DpthlFroude NjNorm Dp | "N" ********* I ********* I ******* I ******* I*********!*******I ******** ******** I ******* II I I I I I I 3.730 105.900 5.10 2.89 .13 106.03 .00 .87 .00 1.500 X-Fall ******* ZL ZR ***** NO Wth Prs/Pip Type ch ******* -I- -I- 1034.430 102.460 I I 3.475 105.935 -I- -; -I- I -I-.0024 -I- .04 3.73 5.10 2.89 .13 106.06 -1-.00 -I- -I- -I-.00 .61 .013 .87 .00 1.500 I I .000 .00 1 .0 -I- I- .00 .00 PIPE I I .000 .00 0 .0 -I- I- Page 1 m d Harris & Associates Program Managers Construction Managers Civil Engineers Projed: Description Sht. of f/o fico Proj. No. By. Date /4^,3 d/=^ il Harris & Associates Program Managers Construction Managers Civil Engineers Project Sht. of. Description Proj. No. By 3^ Oate^;^^^ Chk'd By. ^//v= /d^.-Z. (f/^^ ^-,7^^Y./<^7^,^^)^^ /SJ ^jr\KB dep^is mil yam L-}^ 1^/(^P^7& POOMJ NUUBER 11-— CO RTC PM CONSTRUCTION PLANS CITY OF CARLSBAD NORTHWEST QUADRANT STORM DRAIN PROGRAM (CHESTNUT AVENUE, PIO PICO DRIVE 8c CREST DRIVE) PROJECT NO. 6608 AS-eULT PLANS FOR ROADWAY GEOUETWC AND ABOVE GROUND FEATURES STATE REPRESENTATIVE CARLSBAD, CALIFORNIA DESCRIPnOH LEGEND STP. PWO. KQ. VICINITYMAP HOI TO SCM£ LOCATION MAP NOT JO SCMI STREET CENTERUNE STREET RIGHT-OF-WAY PROPERTY UNE EASEMENT UNE CURB & GUTTER (PROPOSED) CURS & GUTTER (EXISTING) STORM DRAIN (WITH PROPOSED UNER) STORM DRAIN (EXISTING) CONCRETE BROW DfTCH EXISTING GAS UNE EXISTING ELECTRICAL UNE CURB INLET-TYPE B (PROPOSED) CATCH BASIN/ClffiB INLET (EXISTING) STORM DRAM CLEANOLTT-TYPE A D-2 D-9 Eh SHEET INDEX SHEET W. 1 2 3 4 S 6 7 8 9 10 11 12 13 r/71£ SHEET, VJCtNITY MAP AND LOCATION UAP PLAN & PROFILE ( CHESTNUT AVE. STA 1<h02 - 13*2S ) PLAN i PflOF/LE I O^TNUTAVE. STA f3*25 -18*25) PLAN A PROFa£ ( OIESTNUTAVE. STA 18*25 • 23*56.42) PLAN A PROFOE ( PK) PICO DR. STA 19*70 • 25+ffl?) PLAN 1 PROnE {FOREST AV. STA KHKJ -11*50) PLAN S,PROFi.E(aiEST DR. DOiECTmALDRlL STA 10*00-ISi^S) DETAILS (CH^TNUTAVE.) DEW/LSfCRESrORJ HN>ELAW(JrASTAG»iGAl&iS(a^STai\UONROEST.) VWFIC CONTRO. PUN WITHIN CALTRANS RIGHT OF WAY{ TITLE SHEET } TRAFFICCONTRa.PLANWITHtNCALTR/NSRIQHT(^WAY (CfeSTNUTAVE) TRAFFIC CONTROL PUN WITHIN CALTRANS RIGHTOF WAY (CHESTNUT AVE.) ABBREVIATIONS AC ASPHALT CONCRETE AS AGGREGATE BASE _ CENTERLME EtY EASTERLY EX.'^ST • EXISTING F.S. FINISHED SURFACE N.T.S NOT TO SCALE PROP PROPOSED RCP. — REINFORCED CONCRETE PIPE • RIGHT OF WAY m STORM DRAIN ST m STREET TAC — TRA^QI1E ASBESTOS CEMENT WIY -WESTERLY CITY COUNCIL CLAUDEA. 'BUD-LEWIS-MAYOR ANN KULCHIN - MAYOR PRO TEM MATT HALL - COUNCIL MEMBER MARK PACKARD • COUNCIL MEMBER KEITH BLACKBURN- COUNCIL MEMBER USA HILDABRAND CITYMANAGER GLENN PRUIM PUBLIC WORKS DIRECTOR ROBERT T.JOHNSON JR. CITYENGINEER TRAFFIC CONTROL TRAFFIC CONTROL PLANS SHALL BE PREPARQ) BY THE CONTRACTOR AND SUBMITTED TO CALTRANS AND THE QTY OF CARLSBAD FOR APPROVAL, PERMITS TO BE OBTAINED PRIOR TO COUUENCEMENT OF CONSTTflJCTlON. REFERENCE DRAWINGS PROJECT 2-2. OWG. 134-3 PROJECT 8-80. D«e. 128-1 PROJECT 67-28, DWG. 1S5-3 PROJECT 3182/3528. DW3. 360-5 DECLARATION OF RESPONSIBLE CHARGE 1 HEREBY DECLARE THAT 1 AU THE ENGtCER OF WORK FOR THIS PROJECT, THAT I HA\C EXEROSED RESPONSIBLE CHARGE OVER THE DC9GN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE. AND THAT THE DESIGN IS CONSISTENT WTH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECmCATIONS BY THE OTY OF MNO IS CONHNED TO A REMEW OM.Y. AND DOES NOT RaCVE UE. AS ENGINEER OF WORK. OF BY RESPONSeOJTES FOR PROJECT DESIGN. FKM: HAKaS JIM ASSOCIATES ADDRESS' 750 B SIREET, SUIE 1K0 SAN OEOa U 02)01 lEtEPHCWE- {919} 2JB-I778 FAJf: fSISj 238-1178 ffOBERT SUTHERUN JR. EW. DATE 3/31/11 Underground Service Alert Cal!: TOLL FREE 1-800 227-2600 TWO WORKING DAYS BEFORE TOU DIG BASIS OF COORDINATES: HAD 83 flWlJa EPOCH) BENCH UAKC-'ASBUILr REVIEWEI) BY. HARRIS A ASSOCIATES 750 B SliHl. Sulla I BOO Stn Ditga. M 3210T (619) 136-1779 • F»X (MS) )36-1l« ROBERT C SimERUN JR. RCE 3BB19 EMOfggl Of WBfK RE>^SIQN DESCRIPTION BtHER APWBWW. QTY *PPROW«. SHEET 1 CITY OF CARLSBAD DJGINEERtlG DQ>ARMENT 13 SHEETS HOKTStlSr QUUSAMI SIDBU DMIN PBOGRiU: TITLE SHEET, VICWFTY MAP AND LOCATION MAP APPROVED WLUAM E. PIUMMER DEPUTf CnY OKWta HIE 28i;» OT. 03/31/10 DWt BY: CHKD BY: HELD BY; PROJECT NO. 6608-1 DRAWING NO. 457-4 H: \Cafl5bad\NW-QUA0\ NW-improvemer,tCompleteSet\SHT-01-CHST-SD,dv«g 5/19/2009 10: 36; 39 AU PDT JH Da2-o»ai>4 I I I I I I I I I I D D I I I I I I I 20+00 FOREST AVENUE MATCH LINE SEE SHEET 6 21+00 22+00 MSTAU. 18" RCP STORM DRAIN OTY OF CARLSBAD GS-25 AS SHOW ON SHEET 6. INSTALL 24" RCP STORM DR«N PER OTf OF CARLSBAD GS-25 AS SHOWN ON SHEET 6. WSTALL 30" RCP STORM DRAW PER CITY OF CARLSBAD GS-25 AS SHOW ON SHEET 6. CONSTRUCT TYPE A-4 CO. PER SORSD D-9 ©A-4 CLEANOUT MH COVER TO BE NEENAH FOUMWY OPEN GRATE R-1792-HG Oft APPRO\CD EQUALJ\£NT. CONSTRUCT STORM DRAIN CURB INLET TWE "B" PER SDRSO D-2 ("L" PER PLAN). SAWCUT AND REMOVE AND REPLACE CURB, GUTTER AND SIDEWALK TO NEAREST JOINTS ON EACH SIDE. REMODEL EXISTING SEWER LATERAL PER GREEN BOOK STAMtARD PLANS FOR PUBUC WORKS CONSTRUCTION PLAN NO. 223-1 ©CASE E RCMO\C EXISTING CONCRETE/ASPHALT DRAINAGE CHANNEL DEMOLISH EXISIING FEATWE. CONSTRUCT CONCRETE DRAINAGE CHANNEL PER DETAIL SHEET 6 AND PER SORSD D-70. RECONSTRUCT ORMEWAY TO MATCH EXtSRMG AESTHEnCS (OVB* CONCRETE CHANNEL AND BRICK PAVING). CONSTRUCT STORM DRAIN CURB WLET TYPE "C-r PER SORSD D-3 CL' PER PLAN). ^ WjJMECTKW 24+a3.93 PM PKO DR. - r FLOES W. 70% DESIGN SUBUmAL JUNE 2009 NOT FOR CONSTRUCTION Underground Service Alert Call: TOLL FREE 1-800 227-2600 TWO WORKINO DATS BEFODE YOU US BASIS OF COORDINATES: MAD 83 (1991.3S EPOCH) cua-iio K joiuisziu' e auts».«M' RECORO or sunvrr 17271 2.5- «SC STAMPED "058-120 LS. •US" W «EST ODKB OT V*ll£T SntEET »' SOUTH OF UAGNOUA ML M FRONT Of VMIEY JUNIOR nOH SCHOOL. - osB-ui H massiM.07y E «I2S3S2.ZM' RECORD OF SURVEY 17271 2.9' DISC STAUPeO 'CLSS-UI LS. a215* H WEST CURB OPPOSIIE 3394 EUREKA ST. AT ANIU POWT M CURB AT HCRTH EMI GF PARMLEL PARKMS SPACES. BENCHMARK: 058-120 EIEV4 17S.9W DATuu: msnbit RECORD Of SUfnev 17171 IS" DISC STAMPED '058-120 LS. S21S" M ncsT CURB at vAurr SIREET BS' SOUTH or MAGHOUA tM. IN PROMT OF VUIET JUMON HUH SCHOOL. 'ASBUILr REVIVED BYi PRO>MED Wi HARRIS at ASSOCIATES 7» G Siretl, SuftE 1900 Son Diifo, U 9ZKI1 (619) 2J6-I77t •m (619) 116-1179 ROBERt C, SUTMEIOM JR. RCE 38S19 CNONOIt OF MORK REVISION DESCRIPTION alto APPRWAL CTTY APPROVM. CITY OF CARLSBAD DKSMEERRIG DEPARMENT 13 SHEETS HORTinRST QIUHUIIT 8TDBU VBJSK FBOGKAU PIO PICO DRVE PLAN AND PROFE£ APPROVED WILUAM E PLUUMER BEPWrif OTY ENaHETR RCE 28176 EXP. 03/31/10 OATI DUN BY; CB CHKD BY: BS FIELD B'ft PROJECT NO. 6608-1 DRAWING NO. 457-4 SCALE r=20' HORIZ. 1"=4' VERT. 10+00 10+00 11+00 10+00 11+00 10- WC HcvocAaLE cmR or DCNCAIMN Ft* AN EAXICNT AND MHT-OF-WY otaaniD AND RUCIED R£C. afio/aoo* AS DOC aoB* •cmao 30' RCP STORM DRAIN (DEPTH PB? PLAN) AS PER CONSTRUCTION NOTE 22 SHEET 5 •USE SDRSD D-7S FOR AOOmOHAL INFORMATION CONCRETE CHANNEL DETAIL NOT TO SCALE V •ASPH«.T DFTCH AS PER CONSTCUCnON NOTE 23 •USE SDRSO 0-75 FOR ADOmOHAL INFORMATION ASPHALT DITCH DETAIL NOT TO SCALE UNE w grORM DRAIN DATA TABLE LENGTH I RADIUS IBEARINQ/OELTA | REMARKS 22.86" 0 -TYPE T CATCH BASIN WITH 36"xtB" OPENING ON EAST SIDE ONLY. SLANTED TRASH RACK (CONTOURED TO FT CHANNEL) PER APWA 361-1 CLASS AC/AB CHESTNUT AVE. lECONDARI ARTERIAL 4-/15- PW RCO DR, 4"/10" WITH SLANTED TRASH RACK H.T.S. 70% DESIGN SUBAffTTAL JUNE 2009 NOT FOR CONS77?UCT10N CONSTRUCTION NOTES: INSTALL 18- RCP STORM DRAIN PER OTY OF CARLSBAD GS-25 AS SHOVM ON SHEET B. SLURRY HLL EXISTING STORM DRAIN PIPE(S) REMOVE EXISTING CONCRETE/ASPHALT DRAINAGE CHANNEL CONSTRUCT MODIFIED STORM DRAJN CATCH BASIN TYPE T" PER SDRSO D-7, WTTH 3B" WIOExIS" DEEP OPENHG ON EAST SIDE ONLY INCLUDING INCLUDING TRASH RACK (SEE DETAIL BELOW). CONSTRUCT ASPHALT DRAINAGE CHANNEL PER DETAIL SHEET 6 AND PER SDRSO D-70. AC UATCH EMSr. +1 mCH (SEE CHART) AB (SEE CHART) BACKFIU. COMPACTED TO 90% RELATIVE COUPACVON GEOSYNTHEVC FILTER FABRIC BEDDING AND PIPE 20NE BACKFILL SAND EQUIVALENT >30 24" MAX TRENCH DETAIL H.TS. GRAPHIC SCALE Underground Service Alert Call; TOLL FREE 1-800 227-2600 TWO WORKING DAYS BEFORE TOU DIG BASIS OF COORDINATES: MAC 03 tiWiX EPOCH) CLse-120 N joosiu.ias' e (UIMMM' RECORD or SURNCT 17271 2.5" NSC STAMPED 'CLSB-130 LS. 4219' M VEST CURB OF VAU£Y STREET rS S0U1H OF MAGHOUA M FRONT CF VAUTT JJMOR HKH SCHOtt. - CLS8-12I N 2<MU2«.a73' E 62383S2je»' RECORD Of SUHVtt 17271 2.9' MSC STAIKD "£^-121 LS. «119' W WEST CURB ORPOSTE EUREKA ST. AT AHGLE PORIT M CURD AT NORTH END Of PARALLEL PARKMQ SPACES. BENCHMARK: CLSB-1Z0 ElEV.: 17«.9S*' DATUM; IW\«2» RECORD OF SJKVCi 17J71 3.S- Oee STA1B>ED "ClSB-120 LS. B215-M VEST cum OF VALLEY STREET as' SOUTH or MACNOUA A^C W FRONT OF VALLEY JUNIOR MSH SCHOOL. 'ASBUILr REVIEWED GY> PREPlWED ttt; HARRIS k ASSOCIATES 7H B Shtel. Siitt< 1SW SdK Ditto, CA 12101 (f19) I«-I77B • fAX [ei9) IM-H73 RoeOn C SUTHERUN JR. RCE 9S81R PWHEEBflF lOWt REVISION DESCRIPTION OTr APPROVAL SHEET 6 CITY OF CARI5BAD ENQNEERING DEPARMENT 13 SHEETS KORTRnST qOADRAin STOiOI I«iIK PBOGBAU: FOREST AVENUE PLAN AND PROFLE APPRO\CD WLUAM E. PLUMMER tCPUTY OTY EHGWEB RCE iB176 DP. Ol/WTO OWN BY: CHKD BY: nEU) BY: PROJECT NO. 6608-1 DRAMHG NO. 457-4