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HomeMy WebLinkAbout6607; CMP Replacement Project State Street; State Street-Hydrology; 2009-03-01CMP REPLACEMENT PROJECT STATE STREET Project No: 6607 CITY OF CARLSBAD LJ n 100%SUBMITTAL U HYDROLOGY n ANALYSIS Prepared by: Harris & Associates 750 B Street, Suite 1800 San Diego, CA92101 (619)236-1778 MAY 19 2009 ENGINEERING DEPARTMENT MARCH 2009 CMP REPLACEMENT PROJECT STATE STREET Project No: 6607 HYDROLOGY ANALYSIS Prepared under the supervision of: Robert Sutherlin Jr. Project Manager R.C.E 38819 MARCH 2009 Table of Contents A. Purpose B. Existing Drainage Facilities C. Hydrology and Hydraulic Analysis D. Proposed Improvements Appendices o 100-year Hydrology Calculation o 100-year Hydraulic Calculations o Miscellaneous Support Backup Enclosure o Hydrology Map i i J A.Purpose The purpose of the Corrugated Metal Pipe (CMP) Replacement project is to repair and replace existing corrugated metal pipe storm drain systems at various locations throughout the city. All CMPs identified for this project are in various stages of failure. This hydrology report focuses on the replacement of the State Street storm drain system. The location of the existing system is shown on the map below. The yellow line will remain while the orange portion will be slurry filled. State Street has concrete curb and gutter along both sides of the street. This hydrology report provides the flows and hydraulics for a proposed replacement storm drain system in State Street. We recommend replacement of a majority of the existing CMP system with a reinforced concrete pipe, replacement of several inlets along State Street and construction of several new inlets at the intersection with Beech Avenue. There is a small portion of the existing system near it's junction at Laguna Drive which is concrete pipe and needs no replacement. J Portion of Existing State Street Slomi Drain (To he Slurry Filled) Proposed Replacement Storm Drain Figure 1- Vicinity Map The two major interception inlets, located just north of the Beech Avenue and State Street intersection, are both in sump condition. As per City guidelines, inlets in sump condition require 100-year storm event protection be maintained in the underground storm drain pipe system. B. Existing Drainage Facilities (Refer to the Hydrology Map at the end of this report) Drainage is mainly from east to west towards State Street with the majority of flow on State Street on the east side of the street. Flow on State Street will flow from the north and south to a low spot just north of Beech Avenue where it is intercepted by two inlets in sump condition (nodes 120 and 130). This runoff is carried in an existing CMP pipe beneath the curb and gutter toward node 140. At this location, another inlet intercepts additional runoff from along Laguna Drive and empties into an existing 66" RCP at this location. The 66" RCP is gathering water from approximately 80.6 acres to the east. There is also a small amount of runoff that is collected north of Grand Avenue along the west side of the street (node 110). Runoff collected at node 110 uses an existing drain system to convey it to the western sump inlet at node 120. This portion of the system will remain intact and no improvements will be made to it. C. Hydrology and Hydraulic Analyses With a basin watershed of approximately 13.8 acres, runoff flows mainly from the east toward State Street, the majority of the flow is captured in two sump inlets. Type "B" soil and industrial development was used to estimate the surrounding development. The 100-year flow rate is 45.2 cubic feet per second (CFS) at the node 130 confluence point and is carried downstream to the junction with the 66" RCP in Washington Street (alley). The 100-year hydrology calculations are included in Appendix 1. Based on the computer selected pipe sizes, the existing system is undersized. The Water Surface Pressure Gradient (WSPG) program is used to determine the hydraulic grade elevation in the proposed pipeline. Using downstream control, the computations show that the sizes of pipe needed to carry the runoff from the upstream inlets to the junction with the existing 66" RCP range from 18" RCP to 34"x 53" Elliptical RCP. The WSPG run and the proposed storm drain plan are included in this report and the Hydraulic Grade Line (HGL) is shown on the plan profiles. D. Proposed Improvements In an effort to minimize construction costs, instead of removing and replacing the existing storm drain pipe, the existing system will be slurry filled in place and the new pipe will be constructed just offset from the street centerline to avoid utility conflicts. The new storm drain will be constructed from Beech Avenue to approximately 380' north of Beech Avenue. At this point, the alignment will turn west through a lot owned by North County Transit District and a new junction will connect this system to the existing 66" RCP in Washington Street. The two sump inlets located just north of Beech Avenue (nodes 120 and 130) will be reconstructed to the necessary size to intercept the 100-year storm event as per city requirements. Additional inlets will be constructed at the intersection of Beech Avenue and State Street to intercept runoff before it reaches the sump inlets discussed above. This will help reduce the flooding on State Street and minimize the size of the sump inlets. All inlets will be constructed with the city's standard 4" local depression in order to maximize the flow into the inlets and minimize spread width into the street. All inlets are Type B, P-, several with wings. Two of them will have bypass flow since the inlet length needed to have full i interception is exceptionally long. Inlet computations are included in this report. APPENDICES M 100-year Hydrology Calculation 100-year Hydraulic Calculations Miscellaneous Support Backup Inlet Calculations, Hydrology Map and Improvement Plan Set U 100-year Hydrology Calculations statelOOb.out San Diego County Rational Hydrology Program CIVILCADD/CIVILDESIGN Engineering Software,(c)1991-2005 version 7.5 Rational method hydrology program based on San Diego County Flood Control Division 2003 hydrology manual Rational Hydrology Study Date: 05/15/09 CMP Replacement Project for the City of Carlsbad State Street 100% Submittal 5/15/09 "StatelOOb" by Bob Sutherlin Limited industrial *********Hydrology Study Control Information ******** Program License Serial Number 6032 Rational hydrology study storm event year is English (in-lb) input data Units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.100 P6/P24 = 61.0% San Diego hydrology manual 'C1 values used 100.0 D Process from Point/Station 100.000 to Point/Station 110.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A Decimal fraction soil group B Decimal fraction soil group C Decimal fraction soil group D [INDUSTRIAL area type = 0.000 = 1.000 = 0.000 = 0.000 (Limited industrial Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 initial subarea total flow distance 43.000(Ft.) 42.000(Ft.) 1.000(Ft CONCENTRATION flow distance = 220.000(Ft.) Highest elevation = Lowest elevation = Elevation difference INITIAL AREA TIME OF The maximum overland for the top area slope value of Limited industrial in Accordance With Figure 3-3 initial Area Time of Concentration = 4.30 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8400)*( 50.000A.5)/( 0.455A(l/3)]= Calculated TC of 4.303 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.840 Subarea runoff = 0.941(CFS) Total initial stream area = 0.170(Ac.) ) Slope = 0.455 % CALCULATIONS: is 50.00 (Ft) 0.46 %, in a development type of 4.30 Page 1 statelOOb.out ++++++++++++++ Process from Point/Station 110.000 to Point/Station 120.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 42.000(Ft.) Downstream point/station elevation = 39.200(Ft.) Pipe length = 560.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 0.941(CFS) Nearest computed pipe diameter = 9.00(ln.) Calculated individual pipe flow = 0.941(CFS) Normal flow depth in pipe = 6.11(ln.) Flow top width inside pipe = 8.40(in.) Critical Depth = 5.34(ln.) Pipe flow velocity = 2.94(Ft/s) Travel time through pipe = 3.17 min. Time of concentration (TC) = 7.47 min. Process from Point/Station 120.000 to Point/Station . 120.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 1 Stream flow area = 0.170(AC.) Runoff from this stream = 0.941(CFS) Time of concentration = 7.47 min. Rainfall intensity = 5.083(ln/Hr) Process from Point/Station 200.000 to Point/Station 210.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited Industrial ) impervious value, Ai = 0.900 Sub-Area C Value = 0.840 Initial subarea total flow distance = 100.000(Ft.) Highest elevation = 42.200(Ft.) Lowest elevation = 41.800(Ft.) Elevation difference = 0.400(Ft.) Slope = 0.400 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.40 %, in a development type of Limited Industrial in Accordance with Figure 3-3 Initial Area Time of Concentration = 4.49 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8400)*( 50.000A.5)/( 0.40QA(l/3)]= 4.49 Calculated TC of 4.491 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6,587(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.840 Subarea runoff = 0.387(CFS) Total initial stream area = 0.070(Ac.) page 2 nu statelOOb.out Process from Point/Station 210.000 to Point/Station 120.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 41.800(Ft.) End of street segment elevation = 37.800(Ft.) Length of street segment = 455.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 14.000(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 = 8.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = Depth of flow = 0.197(Ft.), Average velocity = Streetflow hydraulics at midpoint of street travel Halfstreet flow width = 9.831(Ft.) Flow velocity = 1.95(Ft/s) 1.887(CFS) 1.952(Ft/s) Travel time = 3.88 min. TC = 8.38 min. Adding area flow to street Decimal fraction soil group A = 0.000Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited industrial ) Impervious value, Ai = 0.900Sub-Area C Value = 0.840 Rainfall intensity = 4.722(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.840 CA = 0.731 Subarea runoff = 3.064(CFS) for 0.800(Ac.) Total runoff = 3.451(CFS) Total area = 0.870(Ac.) Street flow at end of street = 3.451(CFS) Half street flow at end of street = 3.451(CFS) Depth of flow = 0.247(Ft.), Average velocity = 2.270(Ft/s) Flow width (from curb towards crown)= 12.329(Ft.) Process from Point/Station 120.000 to Point/Station 120.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.870(Ac.)Runoff from this stream = 3.451(CFS) Time of concentration = 8.38 min. Rainfall intensity = 4.722(ln/Hr) Summary of stream data: Stream No. Flow rate (CFS) TC (min) Rainfall intensity (in/Hr) 1 0.941 7.47 2 3.451 8.38 Qmax(l) = 5.083 4.722 Page 3 Qmax(2) = 1.000 * 1.000 * 0.929 * 1.000 * statelOOb.out 1.000 * 0.941) + 0.892 * 3.451) + 1.000 * 1.000 * 0.941) + 3.451) + 4.020 4.325 Total of 2 streams to confluence: Flow rates before confluence point: 0.941 3.451 Maximum flow rates at confluence using above data: 4.020 4.325 Area of streams before confluence: 0.170 0.870 Results of confluence: Total flow rate = 4.325(CFS) Time of concentration = 8.376 min. Effective stream area after confluence = 1.040(Ac.) Process from Point/Station 120.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 32.430(Ft.) Downstream point/station elevation = 31.910(Ft.) Pipe length = 44.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = Nearest computed pipe diameter = 15 Calculated individual pipe flow = 4. Normal flow depth in pipe = 8.51(ln.) Flow top width inside pipe = 14.86(ln.) Critical Depth = 10.11(In.) Pipe flow velocity = 6.02(Ft/s) Travel time through pipe = 0.12 min. Time of concentration (TC) = 8.50 min 4.325(CFS) 00(ln.) 325(CFS) Process from Point/Station 130.000 to Point/Station 130.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is In Main Stream number: 1 listed: Stream flow area = Runoff from this stream Time of concentration = Rainfall intensity = Program is now starting 1.040(Ac.)4.325(CFS) 8.50 min. 4.679(ln/Hr) with Main Stream No. , n—I—FTTTH—I I—FTTH—n^T^T^TH—T~T—TT^ Process from Point/Station 300.000 to Point/Station 310.000 **** INITIAL AREA EVALUATION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited industrial ) Impervious value, Ai = 0.900 Sub-Area C value = 0.840 initial subarea total flow distance = Page 4 100.000(Ft.) statelOOb.out Highest elevation = 49.000(Ft.) Lowest elevation = 48.500(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of Limited Industrial In Accordance With Figure 3-3 Initial Area Time of Concentration = 4.17 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8400)*( 50.000A.5)/( 0.500A(l/3)]= 4.17 Calculated TC of 4.169 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.840 Subarea runoff = 1.273(CFS) Total initial stream area = 0.230(Ac.) Process from Point/Station 310.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 48.500(Ft.) End of street segment elevation = 38.500(Ft.) Length of street segment = 800.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 14.000(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 = 8.000(Ft.) Slope from curb to property line (v/hz) = 0.025 Gutter width = 0.000(Ft.) Gutter hike from flowline = 0.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.710(CFS) Depth of flow = 0.259(Ft.), Average velocity = 2.800(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.969(Ft.) Flow velocity = 2.80(Ft/s) Travel time = 4.76 mi n. TC = 8.93 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited Industrial ) impervious value, Ai = 0.900 Sub-Area C value = 0.840 Rainfall intensity = 4.531(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q-KCIA) is C = 0.840 CA = 1.781 Subarea runoff = 6.796(CFS) for 1.890(Ac.) Total runoff = 8.069(CFS) Total area = 2.120(Ac.) Street flow at end of street = 8.069(CFS) Half street flow at end of street = 8.069(CFS) Depth of flow = 0.317(Ft.), Average velocity = 3.204(Ft/s) Flow width (from curb towards crown)= 15.870(Ft.) Page 5 nu statelOOb.out Process from Point/Station 306.000 to Point/Station 320.000 **** SUBAREA FLOW ADDITION **** Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 Time of concentration = 8.93 min. Rainfall intensity = 4.531(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.840 CA = 1.991 Subarea runoff = 0.951(CFS) for 0.250(Ac.) Total runoff = 9.020(CFS) Total area = 2.370(Ac.) Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 1 Stream flow area = 2.370(Ac.) Runoff from this stream = 9.020(CFS) Time of concentration = 8.93 min. Rainfall intensity = 4.531(ln/Hr) 100.000(Ft.) Process from Point/Station 305.000 to Point/Station 307.000 *""* INITIAL AREA EVALUATION ***"' Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited Industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 initial subarea total flow distance = Highest elevation = 49.000(Ft.) Lowest elevation = 48.500(Ft.) Elevation difference = 0.500(Ft.) Slope = 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of Limited Industrial in Accordance with Figure 3-3 Initial Area Time of Concentration = 4.17 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8400)*( 50.000A.5)/( 0.50QA(l/3)]= 4.17 The initial area total distance of 100.00 (Ft.) entered leaves a remaining distance of 50.00 (Ft.) Using Figure 3-4, the travel time for this distance is 1.22 minutes f9r a distance of 50.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.25(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) Page 6 statelOOb.out 1.221 Minutes Tt=[(11.9*0.0095A3)/( 0.25)]A.385= 1.22 Total initial area Ti = 4.17 minutes from Figure 3-3 formula plus 1.22 minutes from the Figure 3-4 formula = 5.39 minutes Rainfall intensity (I) = 6.275(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.840 Subarea runoff = 2.425(CFS) Total initial stream area = 0.460(Ac.) Process from Point/Station 307.000 to Point/Station 320.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 48.500(Ft.) End of street segment elevation = 38.500(Ft.) Length of street segment = 500.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 14.000(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 = 0.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 8.543(CFS) Depth of flow = 0.260(Ft.), Average velocity = 3.864(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.003(Ft.) Flow velocity = 3.86(Ft/s) Travel time = 2.16 min. TC = 7.55 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 Rainfall intensity = 5.051(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.840 CA = 2.890 Subarea runoff = 12.170(CFS) for 2.980(Ac.) Total runoff = 14.594(CFS) Total area = 3.440(Ac.) Street flow at end of street = 14.594(CFS) Half street flow at end of street = 14.594(CFS) Depth of flow = 0.325(Ft.), Average velocity = 4.423(Ft/s) Flow width (from curb towards crown)= 18.275(Ft.) i i i i r i i i T i i ti i i II i i ii i i ii i i i r i i i i i i i i i i i r i i i r i i i r i i i T^ i i it i i ri i 111 i i r i^ Process from Point/Station 320.000 to Point/Station 320.000 **** CONFLUENCE OF MINOR STREAMS **** Along Main Stream number: 2 in normal stream number 2 Stream flow area = 3.440(Ac.) Runoff from this stream = 14.594(CFS) Page 7 statelOOb.out Time of concentration = 7^55 min. Rainfall intensity = 5.051(ln/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (min) (In/Hr) 1 9.020 8.93 4.531 2 14.594 7.55 5.051 Qmax(l) = 1.000 * 1.000 * 9.020) + 0.897 * 1.000 * 14.594) + = 22.113 Qmax(2) = 1.000 * 0.845 * 9.020) + 1.000 * 1.000 * 14.594) + = 22.217 Total of 2 streams to confluence: Flow rates before confluence point: 9.020 14.594 Maximum flow rates at confluence using above data: 22.113 22.217 Area of streams before confluence: 2.370 3.440 Results of confluence: Total flow rate = 22.217(CFS) Time of concentration = 7.547 min. Effective stream area after confluence = 5.810(Ac.) Process from Point/Station 320.000 to Point/Station 130.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) ***: Upstream point/station elevation = 38.500(Ft.) Downstream point/station elevation = 37.800(Ft.) Pipe length = 135.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 22.217(CFS) Nearest computed pipe diameter = 27.00(ln.) Calculated individual pipe flow = 22.217(CFS) Normal flow depth in pipe = 22.03(ln.) Flow top width inside pipe = 20.93(ln.) Critical Depth = 19.81(ln.) Pipe flow velocity = 6.39(Ft/s) Travel time through pipe = 0.35 min. Time of concentration (TC) = 7.90 min. Process from Point/Station 130.000 to Point/Station 130.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: in Main Stream number: 2 Stream flow area = 5.810(AC.) Runoff from this stream = 22.217(CFS) Time of concentration = 7.90 min. Rainfall intensity = 4.904(ln/Hr) Program is now starting with Main Stream No. 3 Process from Point/Station 150.000 to Point/Station 170.000 Page 8 statelOOb.out **** INITIAL AREA EVALUATION **** D Decimal fraction soil group A = 0.000 Decimal fraction soil arouo B = 1.000Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 initial subarea total flow distance = 200.000(Ft.) Highest elevation = 46.000(Ft.) Lowest elevation = 44.000(Ft.) Elevation difference = 2.000(Ft.) Slope = 1.000 % Top of Initial Area Slope adjusted by User to 0.500 % Bottom of Initial Area Slope adjusted by User to 0.500 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 50.00 (Ft) for the top area slope value of 0.50 %, in a development type of Limited industrial In Accordance With Figure 3-3 initial Area Time of Concentration = 4.17 minutes TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)] TC = [1.8*(1.1-0.8400)*( 50.000A.5)/( 0.500A(l/3)]= 4.17 The initial area total distance of 200.00 (Ft.) entered leaves a remaining distance of 150.00 (Ft.) Using Figure 3-4, the travel time for this distance is 2.84 minutes for a distance of 150.00 (Ft.) and a slope of 0.50 % with an elevation difference of 0.75(Ft.) from the end of the top area Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr) 2.845 Minutes Tt=[(11.9*0.0284A3)/( 0.75)]A.385= 2.84 Total initial area Ti = 4.17 minutes from Figure 3-3 formula plus 2.84 minutes from the Figure 3-4 formula = 7.01 minutes Rainfall intensity (I) = 5.295(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.840 Subarea runoff = 1.957(CFS) Total initial stream area = 0.440(AC.) Process from Point/Station 170.000 to Point/Station 130.000 **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION **** Top of street segment elevation = 44.000(Ft.) End of street segment elevation = 38.500(Ft.) Length of street segment = 700.000(Ft.) Height of curb above gutter flowline = 6.0(ln.) Width of half street (curb to crown) = 22.000(Ft.) Distance from crown to crossfall grade break = 14.000(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 = 1.000(ln.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 12.769(CFS) Depth of flow = 0.452(Ft.), Average velocity = 3.024(Ft/s) Streetflow hydraulics at midpoint of street travel: Page 9 statelOOb.out Halfstreet flow width = 20.444(Ft.) Flow velocity = 3.02(Ft/s) Travel time = 3.86 min. TC = 10.87 min. Adding area flow to street Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [INDUSTRIAL area type ] (Limited industrial ) Impervious value, Ai = 0.900 Sub-Area C Value = 0.840 Rainfall intensity = 3.991(ln/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.840 CA = 5.888 Subarea runoff = 21.543(CFS) for 6.570(Ac.) Total runoff = 23.500(CFS) Total area = 7.010(Ac.) Street flow at end of street = 23.500(CFS) Half street flow at end of street = 23.500(CFS) Depth of flow = 0.557(Ft.), Average velocity = 3.573(Ft/s) Warning: depth of flow exceeds top of curb Note: depth of flow exceeds top of street crown. Distance that curb overflow reaches into property = 2.83(Ft.) Flow width (from curb towards crown)= 22.000(Ft.) Process from Point/Station 130.000 to Point/Station 130.000 **** CONFLUENCE OF MAIN STREAMS **** The following data inside Main Stream is listed: In Main Stream number: 3 Stream flow area = 7.010(Ac.) Runoff from this stream Time of concentration = Rainfall intensity = Summary of stream data: 23.500(CFS) 10.87 min. 3.991(ln/Hr) Stream No. Flow rate (CFS) TC (min) Rainfall Intensity (in/Hr) 1 2 3 Qmax(l) Qmax(2) Qmax(3) 4.325 22.217 23.500= 1.000 * 0.954 * 1.000 *= 1.000 * 1.000 * 1.000 * = 0.853 * 0.814 * 1.000 * 8.50 7.90 10.87 1.000 * 1.000 * 0.782 * 0.930 * 1.000 * 0.726 * 1.000 * 1.000 * 1.000 * 4.325) 22.217) 23.500) 4.325) 22.217) 23.500) 4.325) 22.217) 23.500) 4.679 4.904 3.991 43.885 43.310 45.268 Total of 3 main streams to confluence: Flow rates before confluence point: 4.325 22.217 23.500 Maximum flow rates at confluence using above data: 43.885 43.310 45.268 Page 10 statelOOb.out Area of streams before confluence: 1.040 5.810 7.010 Results of confluence: Total flow rate = 45.268(CFS) Time of concentration = 10.873 min. Effective stream area after confluence = 13.860(Ac.) Process from Point/Station 130.000 to Point/Station 400.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** upstream point/station elevation = 28.360(Ft.) Downstream point/station elevation = 27.100(Ft.) Pipe length = 183.00(Ft.) Manning's N = 0.015 No. of pipes = 1 Required pipe flow = 45.268(CFS) Nearest computed pipe diameter = 36.00(ln.) Calculated individual pipe flow = 45.268(CFS) Normal flow depth in pipe = 27.84(In.) Flow top width inside pipe = 30.14(in.) Critical Depth = 26.30(ln.) Pipe flow velocity = 7.72(Ft/s) Travel time through pipe = 0.40 min. Time of concentration (TC) = 11.27 min. End of computations, total study area = 13.860 (AC.) Page 11 [J 100-year Hydraulic Calculations n LJ cz:GLJ stnctd2p.WSW Tl CMP Replacement Project T2 100 - year storm event usi T3 Filename : "StNCTD2p.wsw" SO 435.960 26.000 6 R 618.520 27.500 6 JX 623.520 27.880 1 R JX R JX R JX R SH CD CD CD CD CD PTS PTS PTS PTS PTS PTS Q 845 849 961 965 1031 1035 1053 1053 1 4 2 4 3 4 4 4 6 6 628 .230 .230 .340 .340 .400 .400 .400 .400 1 1 1 1 0 .000 8.000 47.000 51.000 26.000 2.000 4 29.040 29.060 29.620 29.640 29.970 29.990 30.090 30.090 .000 .000 .000 .000 .000 17.000 4.800 6.200 23.500 34.000 23.500 .700 1 3 3 3 3 3 3 3 3 3 1 2 1 14 51 50 14 1 .0 3 3 State Street ng the NCTD drive by Bob Sutherlin .013 .013 .013 4.013 3 .013 .013 5 .013 .013 .013 .100 .400 5/7/09 31.330 32.000 29. 29. 350 930 29 30.080 .000 .500 .500 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .00 12.400 2 2.000 26 10.500 52 24.900 47 32.000 8 21.600 .000 .000 .000 .000 .00 .000 10 .000 .000 12 .000 27 .000 29 .500 19 .000 .000 .000 .000 .00 .500 .000 .400 .800 .200 .500 .00 .00 .00 .00 .00 3.000 38.000 53.000 44.000 5.000 .00 9. 1. 17. 29. 26. 100 700 000 800 900 .000 90.000 0 .000 .000 0 350 90.0-90.0 .000 .000 .000 0 -90.0 .000 .000 -60.000 0 .000 .000 0 00 .00 .00 .00 .00 5.000 7.100 44.000 4.200 52.000 21.600 38.000 32.300 3.000 24.900 Page 1 LI_] D FILE: stnctd2p.wsw 1 stnctd2p.OUT W S P G W - CIVILDESIGN Version 14.06 PAGE Date: 5-18-2009 Time:11:33:43 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING CMP Replacement Project - State Street 100 - year storm event using the NCTD drive Filename : "StNCTD2p.wsw" by Bob Sutherlin 5/7/09*********************************** ********* ****************************************************** ******** 1 Invert | Station | Elev | -1- -1L/Elem |ch slope |********* ********* 1 1435.960 26.000 -1- -119.686 .0082 1 1 455.646 26.162 -1- -118.992 .0082 1 1 474.637 26.318 - 1 - - 118.308 .0082 1 1492.946 26.468 - 1 - - 1 17.661 .0082 1 1 510.607 26.613 -1- -1 17.062 .0082 1 1 527.669 26.754 -1- -116.500 .0082 1 1 544.170 26.889 -1- -115.950 .0082 1 1 560.120 27.020. _|_ _| 15.411 .0082 1 1575.531 27.147 -1- -1 14.909 .0082 Q FILE: stnctd2p.WSW 2 Depth (FT)_ ******** 5.330- 5.168 5.012 - 4.861 - 4.716 - 4.576 - 4.440 - 4.309 - 4.182 - Water Elev - ********* 31.330- 31.330 - 31.330 - 31.330_ 31.329 - 31.329 - 31.329 - 31.329 - 31.328 1 Q 1 (CFS) 1- 1 ********* 1 45.20 1- 1 45.20 1- 1 45.20 1- 1 45.20 1- 1 45.20 1- 1 45.20 1- 1 45.20 1- 1 45.20 1- 1 45.20 1- w s I Vel 1 (FPS) 1- 1 1 ******* 1 .34 1- | .36 1- 1 .37 1- 1 .39 1- 1 .41 1- 1 .43 1- 1 .45 1- 1 .48 1- 1 .50 1- P G W - Vel Head 1- -1SF Ave !1 *******! 1.001- -1.00001.001- -1.0000 1.001- -1.0000 1 .001- -1.0000 1.00h -1 .0000 1.001- -1.0000 1 .001- -1 .0000 1.001- -1 .0000 1.001- -1 .0000 Energy Grd.El . -1HF | ********* 1 1 31.33 -1.00 1 31.33 -1.00 1 31.33 -1.00 1 31.33 -1.00 1 31.33 -1.00 1 31.33 - 1.00 1 31.33 -1.00 1 31.33 -1.00 131.33 -1.00 Super [Critical Elev | Depth -1- Flow Top i Height/ 1 Base Width |Dia.-FT|or I -SE Dpth|Froude N|Norm Dp******* ******** 1 .00 1.24 -1- 5.33 .03 1 .00 1.24 -1- 5.17 .03 1.00 1.24_ | _ 5.01 .04 1 .00 1.24 -1- 4.86 .04 1 .00 1.24 -1- 4.72 .04 1.00 1.24 -1-4.58 .04 1 .00 1.24 -1- 4.44 .05 1 .00 1.24 -1-4.31 .05 1.00 1.24_ | _ 4.18 .05 |JUJ,J-J.J_*.J,J, *-- 38.39 - 1.025 37.93 - 1.025 37.49 -1.025 37.07- 1.025 36.59 - 1.025 36.08 - 1.025 35.59 - 1.025 35.11 1.025 34.63- 1.025 1- -1- wt| D.I -1 | "N" | X-Fall |******* *******1 1 1- -1- .013 1 1 1- -1- .013 1 1 1- -1-.013 1 1 1- -1- .013 1 1 1- -1- .013 1 1 1- -1-.013 1 1 1- -1- .013 1 1 1- -1- .013 1 1 1- -1-.013 16 -1 I6 -I 16 -1 1 6 -1 16 -1 16 -1 16 -1 16 -1 16 -1 CIVILDESIGN version 14.06 INO wthZL |Prs/Pip- ZR |Type Ch***** ******* 1 0 .0 1- IR-COV 1 0 .01-IR-COV10 .01-IR-COV 1 0 .01-IR-COV 1 0 .01- IR-COV 1 0 .01-IR-COV 1 0 .01-IR-COV 1 0 .01- IR-COV 1 0 .01-IR-COV PAGE Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING CMP Replacement Project - State Street 100 - year storm event using the NCTD drive Filename : "StNCTD2p.wsw" by Bob Sutherlin 5/7/09 Date: 5-18-2009 Time:ll:33:43 ************************************************************************************************************************** ******** I Invert | Depth | water Station I Elev | (FT) | Elev -I- -I- -I-L/Elem |Ch Slope | | Q (CFS) i Vel vel | Energy | Super |Critical|Flow Topi Height/I Base Wt| |No Wthi (FPS) Head | Grd.El.I Elev | Depth | width |Dia.-FT|or I.D.| ZL |Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -II SF Ave| HF |SE DpthlFroude NlNorm Dp | "N" | X-FallI ZR |Type Ch Page 1 stnctdZp.OUT********* 590.441 14.444 604.884- 13.636 618.520- JUNCT STR 623.520- 221.710 845.230- DUNCT STR 849.230- 112 . 110 961.340- 3UNCT STR ********* 27.269 .0082 27.388- .0082 27.500 -.0760 27.880_ _ .0052 29.040 -.0050 •29.060 -.0050 29.620 -.0050 ******** 4.059 3.940- 3.828- 3.269- 3.127- 4.760- 5.237- D FILE: stnctd2p.wsw 3 CMP ********* | ********* 1 ******* I ******* I ********* 1 ******* 1 ******** 1 ******** 1 ******* j ******* 1 ***** I ******* II 1 1 1 1 1 1 1 131.328 45.20 .52 .00 31.33 .00 1.24 34.07 6 0 .0 .0000 .00 4.06 .06 1.025 .013 IR-COV II 1 1 1 1 1 1 1 131.328 45.20 .55 .00 31.33 .00 1.24 33.53 6 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-.0000 .00 3.94 .06 1.025 .013 IR-COV II 1 1 1 1 1 1 1 131.328 45.20 .57 .01 31.33 .00 1.24 33.02 6 0 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-.0023 .01 3.83 .07 .013 IR-COV . ... -. , ..WARNING — Junction Analysis — irregular Channel • II 1 1 1 1 1 1 1 131.149 45.20 6.39 .63 31.78 .00 2.19 .00 3.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-.0046 1.02 3.27 .00 2.30 .013 .00 .00 PIPE II 1 1 1 1 1 1 1 132.167 45.20 6.39 .63 32.80 .00 2.19 .00 3.000 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-.0069 .03 3.13 .00 .013 .00 .00 PIPE II 1 1 1 1 1 1 1 133.820 10.10 5.72 .51 34.33 .00 1.22 .00 1.500 .000 .00 1 .0 -1- -1- -1- -1- -1- -I- -1- -1- -1- -1- 1-.0092 1.04 4.76 .00 1.50 .013 .00 .00 PIPE 1 1 1 1 ! I 1 1 1 134.857 10.10 5.72 .51 35.36 .00 1.22 .00 1.500 .000 .00 1 .0 -1- -1- -1- -1- -1- -!- -1- -1- -1- -1- 1-.0056 .02 5.24 .00 .013 .00 .00 PIPE W S P G W - CIVILDESIGN Version 14.06 PAGE Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date: 5-18-2009 Time : 11: 33 :43 Replacement Project - State Street 100 - year storm event using the NCTD drive Filename : "StNCTD2p.wsw" by Bob Sutherlin 5/7/09************************************************************************************************************************** ******** Station - InvertElev- Depth (FT) L/Elem Ch Slope********* 965.340 -66.060 1031.400- DUNCT STR 1035.400- 18.000 1053.400 - ********* 29.640 .0050 29.970- .0050 29.990- .0056 30.090 - ******** 6.034- 5.858- 5.846- 5.782 - Water | Q | Vel Vel | Energy | Super (Critical | Flow Top | Height/ 1 Base Wt| 1 No Wth Elev I (CFS) | (FPS) Head | Grd.El.l Elev | Depth | Width |Dia.-FT|or l.D.j ZL |Prs/Pip -1- -1- -1- -1- -1- -I-- -1- -1- -1- -1- -11 | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall | ZR |Type Ch********* ********* i ******* i ******* ********* ******* ******** i ******** i ******* ******* ***** i ******* II 1 1 1 1 1 1 1 135.674 4.70 2.66 .11 35.78 .00 .83 .00 1.500 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-.0020 .13 6.03 .00 .87 .013 .00 .00 PIPE II 1 1 1 1 1 1 1 135.828 4.70 2.66 .11 35.94 .00 .83 .00 1.500 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-.0020 .01 5.86 .00 .013 .00 .00 PIPE II 1 1 1 1 1 1 1 135.836 4.70 2.66 .11 35.95 .00 .83 .00 1.500 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1-.0020 .04 5.85 .00 .84 .013 .00 .00 PIPE II 1 1 1 1 1 1 1 135.872 4.70 2.66 .11 35.98 .00 .83 .00 1.500 .000 .00 1 .0 -1- -1- -1- -1- -1- -1- -1- -1- -1- -1- 1- Page 2 CLJ StatelOOLatA-2p.WSW Tl CMP Replacement Project - State street T2 100-year storm event Lateral A-2 T3 Filename: "StatelOOLatA-2p.wsw" by Bob Sutherlin 5/17/09 SO 123.490 29.350 1 33.700 R 147.050 29.480 1 .013 SH 147.050 29.480 1 29.480 CD 1 4 1 .000 1.500 .000 .000 .000 .00 Q 3.500 .0 .000 .000 0 Page 1 CZZl D FILE: Statel001ata-2p.wsw StatelOOlata-Zp.OUTw s p G w - CIVILDESIGN version 14.06 Date: 5-15-2009Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTINGCMP Replacement Project - State Street 100-year storm event Lateral A-2Filename: "StatelOOLatA-2p" by Bob Sutherlin 5/15/09^ I invert | Depth | Water | Q | Vel vel | Energy | Super [Critical|Flow Topi Height/1 Base Wt|Station I Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.i Elev | Depth | width |Dia.-FT|or I.D.I -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -IL/Elern |Ch Slope | I | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall|********* ********* ******** ********* ********* *******i******* ********* ******* ******** ******** ******* ******* I I I I I I I I I I I I123.490 29.350 4.350 33.700 3.50 1.98 .06 33.76 .00 .71 .00 1.500 .000 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I23.560 .0055 .0011 .03 4.35 .00 .70 .013 .00 III I I I I I I I I I147.050 29.480 4.246 33.726 3.50 1.98 .06 33.79 .00 .71 .00 1.500 .000 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I PAGE Time:10:55:39 ***** ******** I NO wth ZL jprs/pip i:**** I ******* .00 1 .0I-.00 PIPE I .00 1 .0 D Page 1 StatelOOLatA-lap.WSW Tl CMP Replacement Project - State Street T2 100-year storm event Lateral A-la T3 Filename: "StatelOOLatA-lap.wsw" by Bob Sutherlin 5/15/09 SO 102.000 29.350 1 33.700 R 119.490 31.350 1 .013 SH 119.490 31.350 1 31.350 CD 1 4 1 .000 2.000 .000 .000 .000 .00 Q 35.800 .0 .000 .000 0 Page 1 LIU StatelOOLatA-lap.OUT D FILE: StatelOOLatA-lap.wsw w s p G w - CIVILDESIGN Version 14.06 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING CMP Replacement Project - State Street 100-year storm event Lateral A-la Filename: "StatelOOLatA-lap.wsw" by Bob Sutherlin 5/15/09************************************************************************************************************************** ******** vel PAGE Date: 5-15-2009 Time:10:43:58 I Invert Station I Elev L/Elem |ch Slope********* ********* I 102.000 29.350 -I-17.490 .1144 I119.490 Depth I (FT) | -1 ******** | 1 4.350 -1 Water | Elev -1- ********* *i 1 33.700 -1- Q (CFS) 35.80 - 31.350 2.788 -I- I 34.138 (FPS) 11.40 35.80 11.40 Vel | Head I SF Ave |j ******* i 12.02 1- -1.0250 12.02 1- -1 Energy Grd.El . HF********* 35.72- .44 36.15 Super [Critical Elev I Depth_ _ SE Dpth| Froude N ******* ********1 Flow Top lHeight/1 Base Wt | width |Dia.-FT|or I.D. | Norm Dp | "N" | X-Fall |******** i ******* ******* 1 1 1.00 1.93 .00 2.000 .000 -1--1- -1- -14.35 .00 .96 .013 .00 1 1 1 1 1.00 1.93 .00 2.000 .000 -1--1- -1- -1 ZL ZR ***** .00- .00 .00 - INO wth i Prs/Pip |Type Ch******* 1 1 .0 1- PIPE 1 1 .01- Page 1 StatelOOLatA-3-4p.WSW Tl CMP Replacement Project - State Street T2 100-year storm event Laterals A-3 and A-4 T3 Filename: "StatelOOl_atA-3-4p.wsw" by Bob Sutherlin 5/15/09 SO R JX R SH CD CD Q 102 145 149 198 198 1 4 2 4 .000 .690 .690 .660 .660 1 1 29.930 30.140 30.160 30.400 30.400 .000 .000 5.100 2 2 2 2 2 2 1 .0 2 .000 .500 .013 .013 1. .013 .000 .000 .000 .000 .000 35.60 30.160 31.820 .000 .00 .000 .00 90.0 .000 .000 .000 0 Page 1 cm cm D FILE: StatelOOLatA-3-4p.WSW1 StatelOOL.atA-3-4p.OUT W S P G W - CIVILDESIGN Version 14.06 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING CMP Replacement Project - State Street100-year storm event Laterals A-3 and A-4 Filename: "StatelOOLatA-3-4p.wsw" by Bob Sutherlin PAGE Date: 5-15-2009 Time:ll: 2:54 5/15/09**** ********************************************* ******** I invert | Depth Station I Elev | (FT) -I- -I-L/Elem ICh Slope |********* ********* ******** 102.000- I - 43.690 I145.690 JUNCT STR 149.690 48.970 I198.660 -I- 29.930 -I-.0048 I30.140 -I-.0050 I30.160 -I.0049 I30.400 -I- Water I Q I Vel vel I Elev I (CFS) | (FPS) Head | -!- -I- -I- -I-I | SF Avel********* ********* ******* I ******* Energy | Super | Critical | Flow Top [Height/ | Base Wt | .El.iGrd. 5.670 - I - 5.607 -I- 5.710 - I 5.586_ I - 35.600 I35.747 35.870 - I - 35.986 - I - 6.10 6.10 -I- 5.10 -I- 5.10 -I- I' 3.45 -I- 3.45 2.89 2.89 -I- Elev I Depth I Width |Dia.-FT|or I.D. -I- -I- -I- -I- -I-]SE Dpth|Froude NJNorm Dp | "N" | X-FallHF****** I ******* j ******** I ******** I *******|******* I ***** I ******* I .19 -I-.0034 I.19 -I-.0029 I.13 -I-.0024 I.13 I - 35.79 .15 35.93 .01 36.00 .12 36.11 '\- .00 -I-5.67 I.00 -I-5.61 I.00 -I-5.71 I.00 .95 .00 1.500 -I- -I- -I-.00 1.05 .013 I I I.95 .00 1.500 -I- -I- -I-.00 .013 I I I.87 .00 1.500 -I- -I- -I-.00 .92 .013 J I I.87 .00 1.500 -I- -I- -I- 'I'I .000-I-.00I.000-I-.00 I.000-I.00 I.000 I NO wth ZL iPrs/Pip ZR [Type Ch I' .00 .0 .00 PIPE .00 I .0 .00 PIPE .00 I I-.00 PIPE .00 .0 .0 Page 1 Li Miscellaneous Support Backup Harris & Associates Program Managers Construction Managers Civil Engineers Project Description Sht. of Proj. No..By Date.Chk'd By Tif>£ 0-1- Ufy^& Ttf£ (4*/ - f, /, 3/7 , 3/7)^- \ A1 0 Harris & Associates Program Managers Construction Managers Civil Engineers Project Description Sht. of Proj. No.By Date.. Chk'd By, 0 Sltfc £& & ± ,2 de&ykck&Yfe? "V 14 A =. -2? A- -h'Vtzz?M + /5 20 a o CHART 1-103,6 A CAPACITY OF CURB OPENING INLETS ASSUMED 2% CROWN, Q = 0.7L (A+v)3/2 *A = 0,33 Y L "•= HEIGHT OF WATER AT CURB FACE (0,4' MAXIMUM) REFER TO CHART 1-104,12 LENGTH OF CLEAR OPENING OF INLET *Use. A=0 when the inlet is adjacent to traffic; i.e., for a Type "J" median inlet or where the parking lane is removed. u G MVL —i- CITY OF SAN DIEGO - DESIGN GUIDE CAPACITY OF CURB OPENING INLETS SHT. NO. r ~*Y ;: .K / i .---•\i1 j;si I. L L CHART M03.6C SECTION 3EV.CITY OF SAN DIEGO - DESIGN GUIDE SHT NO •j NCMOGRAM-CAPACITY ,CL'Ri INLET AT SAG :p v. j> Y1 EXAMPLE: Gi»«n: 0* 10 DISCHARGE (crs)ONE SIDE Si 2.3% Chert givtii Depth £ 0.4, Vtlecify « 4.4 tp.t. REV. . r|TY np CAN iwr,n - DESIGN GUIDE GUTTER AND ROADWAY DISCHARGE - VELOCITY CHART SHT. NO. 70A - i * » an-^iri; flQiil r 1«Q ' - r h "."P"-HBK A 'tos ' I" M\' tV'i - fc1 fealf s?Sr ' S-^ t" P f^£wis^Ui^i t^ § -; -^ a^i1 !lte^'^^^'^,-^ tJJ ^^^^«M^AteS iS'4«i/j:?• /fi-jS^ -.i,~c.-'."=' ™ -=• -.- —•-•'• ^~"i----^- -36SO !'-MMrr w- *lr '. '"-^V*^- *(%: --^"'•-'•- Ji*i-- ff^l^'i^iJM l^*-C^,v,v,i;i :.--==r^; J _i. ..-WLjL.' 1 -"., ^y—1- • - jj *--J I; - --^-^.--•-' HARRIS & ASSOCIATES B Strwt, Sutlt tfiOO Sun Dlago. C.' 92101 CONSTRUCTION PLANS FOR CORRUGATED METAL PIPE REPLACEMENT PROGRAM STATE STREET & OAK AVENUE PROJECT NO. 6607 AREA OF WOW CONSTRUCTION NOTES ~ SLURRY FILL EXISTING STORM DRAIN. REMOVE EXISTING CATCH BASIN. REMOVE CURB AND GUTTER TO NEAREST JOINT. M~) INSTALL 42" RCP STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A), TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS-25.©©INSTALL 36" RCP STORM DRAIN PER SORSD D-60 AND G-24 (TYPE A). TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS- ® INSTALL 24" RCP STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A). TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS-: ©INSTALL 18" RCP STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A),TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 4 GS-2 CITY OF CARLSBAD CARLSBAD, CALIFORNIA © 10 1 TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 4 GS-25. ( 8 ) CONSTRUCT LOCAL DEPRESSION PER CITY OF CARLSBAD STO. DWG. DS-01. CONSTRUCT STORM DRAIN CURB INLET TYPE "S" PER SDRSD D-2 (V PER PLAN). SAWCUT AND REMOVE AND REPLACE CURB. GUTTER AND SIDEWALK TO NEAREST JOINTS ON EACH SIDE. CONSTRUCT STORM DRAIN CURB INLET TYPE "8" PER SDRSD D~2 ("L" PER PLAN). SAWCUT AND REMOVE AND REPLACE CURB, GUTTER AND SIDEWALK TO NEAREST JOINTS ON EACH SIDE. (j7) CONSTRUCT STORM DRAIN CLEANOUT TYPE A PER SDRSD D-9. (l?) INSTALL STRIPING & PAVEMENT MARKERS TO MATCH EXISTING. © (l 4) CONSTRUCT CONCRETE LUG PER SDRSD D-63. (l5) PROTECT IN PLACE u 6) REMOVE AND REPLACE CURB RAMP TO MATCH EXISTING. * EXISTING UTILITIES (CONTRACTOR SHALL POTHOLE TO VERIFY DEPTH) VICINITY MAP NOT TO SCALE CONSTRUCT CONCRETE PROTECTION FOR EXISTING SEWER PIPE PER SDRSD SP-03. SHEET INDEX SHEET NO. 1 DESCRIPTION TITLE SHEET, VICINITY MAP AND LOCATION MAP 2-4 PLAN & PROFILE (STATE STREET) 5-6 PLAN & PROFILE (OAK AVENUE) 7-9 TRAFFIC CONTROL (STATE STREET) ABBREVIATIONS AC . ASPHALT CONCRETEAB - AGGREGATE BASE t - CENTERUNE E'LY - EASTERLY EX. = EXISTING F.S. = FINISHED SURFACE N.T.S. = NOT TO SCALE PROP - PROPOSED RCP. •= REINFORCED CONCRETE PIPE R/W - RIGHT OF WAY SD - STORM DRAINST - STREET TAC - TRANSIT ASBESTOS CEMENT W'LY = WESTERLY CITY COUNCIL CLAUDE A. "BUD" LEWIS - MAYOR ANN KULCHIN - MAYOR PRO TEM MATT HALL - COUNCIL MEMBER MARK PACKARD - COUNCIL MEMBER KEITH BLACKBURN - COUNCIL MEMBER LISA HILDABRAND CITY MANAGER GLENN PRUIM PUBLIC WORKS DIRECTOR REFERENCE DRAWINGS DWG 458-1 DWG 430-6 DWG 259-5 DWG 178-5 DWG 176-5 DWG 102-6 GROUND WATER TWO TEST BORINGS HERE DONE BY NIWYO * MOORE ON MARCH 31, 2009 PROJECT NO. 10637900) (REPORT IS DATED 4/13/2009). GROUND WATER WAS NOT ENCOUNTERED DURING BORING. A REFERENCE SOILS REPORT IS ON FILE WITH THE CITY'S ENGINEERING DEPARTMENT. LOCATION MAP NOT TO SCALE LEGEND DESCRIPTION STREET CENTERLINE STREET RIGHT-OF-WAY PROPERTY LINE EASEMENT LINE CURB & GUTTER (EXISTING) STORM DRAIN (EXISTING) CONCRETE BROW DITCH EXISTING GAS LINE EXISTING WATER LINE EXISTING WATER LATERAL EXISTING FIRE HYDRANT ASSEMBLY EXISTING ELECTRICAL LINE/BOX EXISTING CABLE TV CONDUIT EXISTING TELEPHONE CONDUIT EXISTING SEWER MAIN EXISTING SEWER LATERAL EXISTING STREETLIGHT RCP STORM DRAIN (PROPOSED) CURB tc GUTTER (PROPOSED) CONCRETE (PROPOSED) STORM DRAIN CLEANOUT-TYPE A (PROPOSED) CURB INLET-TYPE C (PROPOSED) CITY OF CARLSBAD LOCAL DEPRESSION (PROPOSED) LIMITS OF GRADING (PROPOSED) PROPOSED FINISH GRADE ELEVATION EXISTING GRADE ELEVATION POTHOLE LOCATION STORM DRAIN TO BE SLURRIED D-9 D-2 DS-1 (32.80)EG Underground Service Alert Call: TOLL FREE 1-800 227-2600 TWO WORKING DAYS BEFORE YOU DIG BASIS OF BEARINGS: NAD 83 (1991.35 EPOCH) FOR THIS SURVEY IS THE LINE BETWEEN: CLSB-129, N 2005501.527'. E 6223329.966', ROS 17271, 3" SD COUNTY DISK MOH. IN TOP OF CONCRETE SIGNAL BASE, SCO' NORTH OF COAST HIGHWAY 101 INTERSECTION WITH RAILROAD TRACKS. 14' EAST OF TRACKS, BEHIND CARLSBAD WATER FACILITY L CLSB-130, N 2003724.503', E 6224845.188', ROS 17271, 2-5" DISK STAMPED CLSB-130 L.S. 6215. WON. IS IN THE S-ECORNER OF DRAINAGE BOX INLET AT THE END OF CURB RETURN IN THE N-E CORNER OF GRAND AVE. AND WASHINGTON ST.. 52' WEST OF RAILROAD TRACKS AND 40' NORTH OF THE CENTER OF GRAND AVE. BENCHMARK: CLSB-129 ELEV.: 20.040'DATAM: NGVO 29RECORD OF SURVEY 17271 3" SAN DIEGO COUNTY DISKMONUMENT IS IN THE TOP OF A CONCRETE.SIGNAL BASE. 500 FEET NORTH OF COASTHIGHWAY 101 INTERSECTION WITH RAILROADTRACKS. 14 FEET EAST OF TRACKS. IN THEBACK OF CARLSBAD WATER FACILITY "AS BUILT" REVIEWED BY' PREPARED BY: HARRIS & ASSOCIATES 750 B Sireet, Suile 1SOO San Diego, Ci 92101 (619) 236-1/73 • FAX (619) 236-1179 ROBERT C. SUTHERUN JR. RCE 3S819 DATE DATE INITIAL ENGINEER QF WORK REVISION DESCRIPTION DATE INITIAL CORRUGATED METAL PIPE REPLACEMENT PROGRAM TITLE SHEET, VICINITY MAP AND LOCATION MAP SHEET CITY OF CARLSBAD 1 ENGINEERING DEPARMENT 9 SHEETS APPROVED WILLIAM E. PLUMMER DEPUTY CITY ENGINEER RCE 28176 tXP. 03/31/10 DWN BY: CB CHKD BY: BS FIELD BY: PROJECT NO. 6607 DRAWING NO. 462-6 D :iTY OF CARLSBAD / V NO SITE ADDRESS/APN:155-200-OfV i A ft D CASSARAFAMILY PARTNERS LP 25S6 STATE ST.APN:2O3-fOt-25 STORM DRAIN TO BE SLURRED CONSTRUCTION NOTES (T) SLURRY FILL EXISTING STORM DRAIN. (l2) INSTALL STRIPING AND PAVEMENT MARKERS TO MATCH EXISTING GRAPHIC SCALE ( IN FEET ) inch = 20 (L 100% DESIGN SUBM1TTAL MAY 2009 NOT FOR CONSTRUCTION Underground Service Alert Call: TOLL FREE 1-800 227-2600 TWO WORKING DAYS BEFORE YOU DIG BASIS OF BEARINGS: NAD 83 (1991.35 EPOCH) FOR THIS SURVEY IS THE LINE BETWEEN: CLSB-129, N 2005601.527', E 6223329.966'. RQS 17271, 3" SD COUNTY DISK MOW. IN TOP OF CONCRETE SIGNAL BASE. 500' NORTH OF COAST HIGHWAY 101 INTERSECTION WITH RAILROAD TRACKS. 14' EAST OF TRACKS, BEHIND CARLSBAD WATER FACILITY A; CLSB-130, N 2003724.503', E 6224845.18B'. ROS 17271, 2.5" DISK STAMPED CLSB-130 LS. 6215, WON. IS IN THE S-E CORNER OF DRAINAGE BOX INL£T AT THE END OF CURB RETURN IN THE N-E CORNER OF GRAND AVE. AND WASHINGTON ST., 52' WEST OF RAILROAD TRACKS AND 40' NORTH OF THE CENTER OF GRAND AVE. BENCHMARK: CLSB-129 ELEV.: 20.040' DATAM: NGVD 29RECORD OF SURVEY 17271 3" SAN DIEGO COUNTY DISK MONUMENT IS IN THE TOP OF A CONCRETESIGNAL BASE, 500 FEET NORTH OF COAST HIGHWAY 101 INTERSECTION WITH RAILROADTRACKS. 14 FEET EAST OF TRACKS. IN THE BACK OF CARLSBAD WATER FACILITY "ASBUILr REVIEWED BYi PREPARED BY: HARRIS & ASSOCIATES 750 8 Street, Suite 1800 San Diego, CA 92101 (613) 236-1778 • FAX (619) 236-1179 ROBERT C, SUTHERLIN JR. ENGINEER OF WORK REVISION DESCRIPTION OTHER APPRQVAL ClTY APPROVAL CORRUGATED METAL PIPE REPLACEMENT PROGRAM PLAN STREET STA: 10+00.00 - STA: 22+50.00 CITY OF CARLSBAD ENGINEERING OEPARMENT SHEETS APPROVED WILLIAM E. PLUMMER DEPUTY CITY ENCIHKR RCE 28176 EXP. 03/31/10 OWN BY: CB CHKD BY: BS FIELD BY: JN 082-0071.01 PROJECT NO. 6607 DRAWING NO. 462-6 D D 34 Jff fPH-OJ • 3 9'-4 7'j 11-1/2' CABLE TV PVC CONDUIT— — EX— TELEPHONE CONDUITPH- -5" ELECTRIC CONDUIT- ' EX 2—4 ELECTRIC- CONDUIT PH-CPH-02B 36-5.5'J:- 2-PXHP G/AS PH-01 , EXIS77NS GRAOE19 TOP OF STORM DRAIN2-4" & J-5* ELECTRIC COND >kEX' 1^1/4 ELECTRIC CONDUIT 1-1/2" GAS ^EXISTING 8' SEWER FORCE MAIN ON PARKING ACCESS ROAD" (PH-07 5 6'-6 3') 5" PVC CABLE "TV CONDUIT 8 SEHtR ON STATE ST LINE "A' 222 22 LF - 36" RCP181 06 LF - 34 x53 ELLIPTICAL EXISTING 10 SEWER MAIN PARKING ACCESS RD FL=1B 20 a CROSSING WATERTIGHT JOINT DETAIL . I N TS SCALE 1"=20' HORIZ 1"=4' VERT 43 44 34 32 23 22 20 Jff 10 14 12 4+00 5+00 6+00 6+00 7+00 Ul OO -J ill Q? 2*co § < CO EDMUND ft. EDITH SMITH FAMILY TRUST2656 STATE ST. APN:2G3-101-19 CANTABRANA 2005 TRUST2639 STATE ST. APN: 203-054-14 NORTH SAN DIEGO COUNTY TRANSITDEVELOPMENT 26+7 STATE ST. APN: 203-054-13.-- VINCENT & NiNASGUEGUA TRUST 2559 STATE ST. APN: 203-054-26 CONSTRUCTION NOTES 0 INSTALL 34"x53"ELL!PTlCAL STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A), TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS-25 AND DETAIL SHOWN ON SHEET 3 AND 4. ©INSTALL 36" RCP STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A), TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS-25 AND DETAIL SHOWN ON SHEET 3 AND 4. © (3© CONSTRUCT STORM DRAIN CLEANOUT TYPE A PER SDRSD D-9. CONSTRUCT CONCRETE PROTECTION FOR EXISTING SEWER PIPE PER SDRSD CONSTRUCT CONCRETE LUG PER SDRSD D-63. STORM DRAIN EXISTING UTILITIES (CONTRACTOR SHALL POTHOLE TO VERIFY DEPTH) THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY AGENCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION TO RELOCATE EXISTING FACILITIES THAT ARE IN CONFLICT WTH PROPOSED STORM DRAIN. THE CONTRACTOR SHALL SUPPORT AND PROTECT ALL EXISTING UTILITY CROSSINGS AS REQUIRED. WIDTH OF BACKFILL COMPACTED TO 90% RELATIVE COMPACTION GEOSVNTHETTC FILTER FABRIC BEDDING AND PIPE ZONE BACKFILL SAND EQUIVALENT >. PLAN STORM DRAIN DATA TABLE LINE Q]a LENGTH 131.06' 222.22' RADIUS - - BEARING/DELTA N55'57'50"E S33'S9'55"E TYPE 34"x53" ELLIPICAL* 36" RCP * VINCENT & NINASGUEGUA TRUST 2659 STATE ST. APN: 203-054-26 PLAN 24'MAX STA. 4+35.21-STA. 5+96.80 TRENCH DETAIL N.T.S. GRAPHIC SCALE 100% DESIGN SUBMITTAL MAY 2009 NOT FOR CONSTRUCTION ^WATERTIGHT JO/NTS REQUIRED PER DETAIL SHOWN ON SHEET 3 ( IN FEET ) 1 Inch « 20 f Underground Service Alert Call: TOLL FREE 1-800 227-2600 TWO WORKING DAYS BEFORE YOU DIG BASfS OF BEARINGS: NAD 83 (1931.35 EPOCH) FOR THIS SURVEY IS THE LINE BETWEEN:CLSB-129, N 2005601.527', E 6223329.966', ROS 17271, 3" SD COUNTY DISKMON. IN TOP OF CONCRETE SIGNAL BASE, 500' NORTH OF COAST HIGHWAY 101 INTERSECTION WITH RAILROAD TRACKS, 14' EAST OF TRACKS, BEHIND CARLSBAD WATER FACILITY & CLSB-ISO, N 2003724.503', E 6224845.188',ROS 17271. 2-5' DISK STAMPED CLSB-130 LS. 6215, MON. IS IN THE S-ECORNER OF DRAINAGE BOX INLET AT THE END OF CURB RETURN IN THE N-E CORNER OF GRAND AVE. AND WASHINGTON ST., 52' WEST OF RAILROAD "^ACKS AND 40' NORTH OF THE CENTER OF GRAND A^E. BENCHMARK: CLSB-129 ELEV.- 20.040'DATAU: NGVD 29 RECORD OF SURVEY 17271 3" SAN DIEGO COUNTY DISK MONUMENT IS IN THE TOP OF A CONCRETE SIGNAL BASE, 500 FEET NORTH OF COAST HIGHWAY 101 INTERSECTION WITH RAILROADTRACKS, 14 FEET EAST OF TRACKS, IN THE BACK OF CARLSBAD WATER FACILITY "AS BUILT" REVIEWED BY' HARRIS & ASSOCIATES 750 6 Slreet, Suite 1800 San Diego, CA 92101 (619) 236-1778 • FAX (619) 236-1179 ROBERT C. SUTHERLIN JR. RCE 38319 ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL SHEET 3 CITY OF CARLSBAD ENGINEERING DEPARUENT 9 SHEETS CORRUGATED METAL PIPE REPLACEMENT PROGRAM PLAN AND PROFILE STA: 4+35.21 - STA: 7+00.00 APPROVED WILLIAM E. PLUMMER DEPUTY CITY ENGINEER RCE 28176 EXP. 03/31/10 OWN BY: CB CHKD BY: BS FIELD BY: PROJECT NO. 6607 DRAWING NO. 462-6 JN 082-0071.01 LATERAL "A4=3 & "A-4"l PROFILES CONDUIT, ' . 2'x2 3' ELECTRIC . LATERAL A-3" 43 70' LF - 1S" RCP LATERAL A-4' 48 95' LF - IB" RCP— V •{EXISTING 8'WATER • 3-5" ELECTRIC CONDUIT 2-4" ic 3-5" ELECTRIC CONDUIT 3-5" ELECTRIC CONDUIT 2" GAS (PH-05A 1 f-1 6') EX 1-1/2' CABLE TV PVC CONDUIT 4' ELECTRIC CONDUIT PH-OSB (PH-05B 24-28') LINE 'A' 222 22 LF - 36" RCP UNE A" 112 11 LF - 18" RCP LATERAL "A-1" & "A-2"C2000-D)-~ - I- - - EXISTING 24"fl SCALE 1"=20' HORI2 = 4' VERT. EISLER FAMILY 2700 STATE ST.APN:203-101-16 STREET STATE STREET TRENCH DETAILN.T.S 1 + 00 CONSTRUCTION NOTES ("2") REMOVE EXISTING CATCH BASIN. /3\ REMOVE CURB AND GUTTER TO NEAREST JOINT. ©INSTALL 36" RCP STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A), TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS-25 AND DETAIL SHOWJ ON SHEET 3 AND 4. ©INSTALL 24" RCP STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A). TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS-25 AND DETAIL SHOWN ON SHEET 3 AND 4. ©INSTALL 18" RCP STORM DRAIN PER SDRSD D-60 AND G-24 (TYPE A), TRENCH AND RESURFACE PER CITY OF CARLSBAD STD. DWG. W-2 & GS-25 _^ AND DETAIL SHOIWJ ON SHEET 3 AND 4. (8J CONSTRUCT LOCAL DEPRESSION PER CITY OF CARLSBAD STD. DWG. DS-01. /O\ CONSTRUCT STORM DRAIN CURB INLET TYPE "B-1" PER SDRSD D-2 ("L" V_y PER PLAN). SAWCUT AND REMOVE AND REPLACE CURB, GUTTER AND SIDEWALK TO NEAREST JOINTS ON EACH SIDE. ©CONSTRUCT STORM DRAIN CURB INLET TYPE "B-2" PER SDRSD D-2 ("L" PER PLAN). SAWCUT AND REMOVE AND REPLACE CURB, GUTTER AND SIDEWALK TO NEAREST JOINTS ON EACH SIDE. My CONSTRUCT STORM DRAIN CLEANOUT TYPE A PER SDRSD D-9. ©CONSTRUCT CONCRETE PROTECTION FOR EXISTING SEWER PIPE PER SDRSD SP-03. §PROTECT IN PLACE REMOVE AND REPLACE CURB RAMP WITH SDRSD G-29 TYPE C RAMP. CONTRACTOR TO MATCH EXISTING STREET SURFACE AND ADJACENT SIDEWALK ELEVATIONS. * EXISTING UTILITIES (CONTRACTOR SHALL POTHOLE TO VERIFY DEPTH)THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY AGENCIES PRIOR TO COMMENCEMENT OFCONSTRUCTION TO RELOCATE EXISTING FACILITIES THAT ARE IN CONFLICT IMTH PROPOSED STORM DRAIN. THE CONTRACTOR SHALL SUPPORT AND PROTECT ALL EXISTING UTILITY CROSSINGS AS REQUIRED. ( IN FEET inch = 20 ft PU\N •T-A »T aat a ^ 8§- '«/} — C '<s b STORM DRAIN DATA TABLE LINE U](I) It] & W LzJ Li] W (!») LENGTH 222.22' 112.11' 66.06' 19.71' 17.49' 23.55' 2.70' 43.70' 43.95' RADIUS - - - - - - - - - BEARING/DELTA S33'59'55"E S33'59'55T S33'59'55'E 5N88'23'35"E S55'56'30"W S55'56'30"*' S44'40'36"W N56'00'05"E S34'00'H"E TYPE 36" RCP * 18" RCP * 18" RCP * 18" RCP * 24" RCP * 18" RCP * 18' RCP * 18" RCP * 18" RCP * 100% DESIGN SUBMITTAL MAY 2009 NOT FOR CONSTRUCTION WATERTIGHT JO/NTS REQUIRED PER DETAIL SHOWN ON SHEET 3 Underground Service Alert Call: TOLL FREE 1-800227-2600 TWO WORKING DAYS BEFORE YOU DIG BASIS OF BEARINGS: NAD 83 (1991.35 EPOCH) FOR THIS SURVEY IS THE UNE BETWEEN: CLSB-129, N 2005601.527'. E 6223329.966', ROS 17271, 3" SD COUNTY DISK MON. IN TOP OF CONCRETE SIGNAL BASE. 500' NORTH OF COAST HIGHWAY 101 INTERSECTION WITH RAILROAD TRACKS. H' EAST OF TRACKS. BEHIND CARLSBAD WATER FACILITY & CLSB-130, N 2003724.503'. E 6224S45.168'. ROS 17271, 2.5" DISK STAMPED CLSB-130 I.E. 6215, WON. tS IN THE S-ECORNER OF DRAINAGE BOX INLET AT THE END OF CURB RETURN IN THE N-E CORNER OF GRAND AVE. AND WASHINGTON ST., 52' WEST OF RAILROAD TRACKS AND 40' NORTH OF THE CENTER OF GRAND AVE. BENCHMARK: CLSB-129ELEV.: 20.040* DATAM: NGVD 29RECORD OF SURVEY 17271 3" SAN DIEGO COUNTY DISKMONUMENT IS IN THE TOP OF A CONCRETE SIGNAL BASE, 500 FEET NORTH OF COASTHIGHWAY 101 INTERSECTION WTH RAILROAD TRACKS, 14 FEET EAST OF TRACKS, IN THEBACK OF CARLSBAD WATER FACILITY "AS BUILT"PREPARED BY: HARRIS & ASSOCIATES 750 B Slreei, Suite 1800 Sen Diego, CA 92101 (619) 236-I77S • FAX (619) 236-1 ROBERT c. SUTHERLIN JR. ENGINEER OF WOR>REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL SHEET 4 CITY OF CARLSBAD ENGINEERING DEPARMENT 9 SHEETS CORRUGATED METAL PIPE REPLACEMENT PROGRAM PLAN AND PROFILE STA: 7+00.00 - STA: 10+55.40 APPROVED WILLIAM E. PLUMMER DEPUTY CITY ENGINEER RCE 28176 EXP. 03/31/10 OWN BY: CB CHKD BY: BS FIELD BY: PROJECT NO. 6607 DRAWING NO.. 462-6