The URL can be used to link to this page

Home My WebLink About3624; CARLSBAD BL STORM DRAIN REPLACEMENT; HYDROLOGY ANALYSIS; 2008-12-01324 mmm CARLSBAD BOULEVARD STORM DRAIN REPLACEMENT PROJECT Project No: 3624 CITY OF CARLSBAD HYDROLOGY ANALYSIS Prepared by: EE Harils & Associates EE 750 B Street, Suite 1800 San Diego, CA 92101 (619) 236-1778 DECEMBER 2008 CARLSBAD BOULEVARD STORM DRAIN REPLACEMENT PROJECT Project No: 3624 HYDROLOGY ANALYSIS Prepared under the supervision of: Robert Sutherlin Jr. Project Manager R.C.E 38819 DECEMBER 2008 Tab Purpose Existing Drainage Facilities Hydrology and Hydraulic Analysis Proposed Improvements Appendices 10-year Hydrology Calculation 100-year Hydrology Calculation 100-year Hydraulic Calculations Enclosure Hydrology Map I A. Purpose I . The 'purpose of the Carlsbad Boulevard Storm Drain Replacement project is to replace an existing corrugated metal pipe near the intersection of Carlsbad Boulevard and Mountain Avenue with a new ' - concrete pipe system. This hydrology report provides the flows and hydraulics for the proposed system.' I The street has curb and gutter along both sides of the street. . The proposed improvements for this system require replacement of the 1P RCP and CMP system with an I ...elliptical reinforced concrete pipe and a section of reinforced box culvert, construction of a new inlet , - - along Carlsbad Boulevard, and a new outlet within the North County Transit District's right-of-way along the railroad. I - 3:T 40 — I IlocOft -'' - I At- - . ' :'.ç - V - . ' s-- .-.,-•' ' I . , • ,. - - ..' .. ..-, #J. .l .. •.•L4 r; / 'f' \r Iii) Ill / c'ci.-' \\ L. ?"• I \ 1 •xt' ' ' Puoposd ç - Replacement \ -1 Pipe I \ ,) )•/ •,:: V I r - -- : •-.. : I'..' . It - - ' Figure 1- Vicinity Map ... . '. • ,. ' I I .. ,. - -.. . . - - .• -. '•4 U -There are several constramts associated with construction of this replacement system. - There is an , e*isting 12" high pressure transmission gas line that runs north arid south within the North County Transit " I District's right of-way that must be crossed New construction must maintain at least an 18" clearance in - all directions This site clearance drastically affects the size of pipe that can be used for replacement There are also several existing buildings that must be protected in place The proximity of the building walls to the proposed pipe alignment also affect the size of the pipe With upstream inlets in sump condition, city guidelines require that 100-protection be maintained in the I underground storm drain pipe system ' + p. -4 - I.. Existing Drainage Facilities (Refer to the Hydrology Map in the map pocket) Drainage is mainly from south to north and towards Carlsbad Boulevard along both sides of the road. A high point exists just north of Christiansen Way and sump conditions occur just south of Mountain Avenue at the northern boundary limits. There are three inlets that currently collect runoffs. The first is a 24" x 36" grated inlet on the west side of the street (Node 150) within the driveway. The second is in the median (Node 160) and collects runoff with the curb and gutter of the median. The third inlet is a 4' opening Type C inlet on the east side of the street. These inlets convey runoff to the east within an 18" pipe system of alternating CMP and RCP materials. The CMP portions of the system is damaged and corroded and in need of replacement Hydrology and Hydraulic Analyses With a basin watershed of approximately 11.65 acres, runoff flows mainly from south to north toward Carlsbad Boulevard, where runoff then flows north toward several inlets just south of Mountain Avenue. Type "B" soil and several different development types were used to estimate the surrounding development. The 10- and 100-year flow rates are 20.5 and 29.6 cubic feet per second (CFS) respectively at the system outlet located east of Mountain Avenue. The 10-year and 100-year hydrology calculations are included in Appendices 1 and 2. The Water Surface Pressure Gradient (WSPG) program is used to determine the water surface elevation I in the proposed pipeline. Using downstream control, the computations show that the selected sizes of pipe will carry the runoff from the upstream inlets to the outlet east of the gas line without overtopping the ground elevations. Riprap is being place at the downstream end of the outlet structure to dissipate the ' velocity of the runoff. Outlet velocities are shown in the range of 12 feet per second, although because of the shape of the outlet, the depth is less than 4 inches and the energy can easily be dissipated. The WSPG run and the proposed storm drain plans are included in this report. I D. Proposed Improvements I Based on the hydrology computations, the existing 18" RCP is not large enough to carry the runoff. Since the inlets in Carlsbad Boulevard are in sump condition, it is necessary per city standards to intercept the 100-year runoff. In order to meet this criteria, the pipe size must be increased. The chosen alignment for the pipe also has several constraints that impact the vertical alignment. There is a 12" high-pressure gas transmission line within the NCTD right-of-way that require at minimum 12" of I cover over the top of the line and at least 18" clearance away from the sides of the line. Because of the shallow elevations required to drain the system, we have designed for the minimum 12" clearance over the top and the required side wall of the cleanout structure is 4' from pipe centerline. The section selected I to go over the gas line is a 2' x 4' RCB. There are also two existing buildings (Scandia Inn) that have only about 6' between them. We have used an elliptical section to provide the largest hydraulic section while minimizing the width of disturbance I and to meet height requirements. The selected size of the remaining pipe is therefore 19" x 30" elliptical RCP. The sump inlet on the east side of Carlsbad Boulevard has been widened to account for the larger pipe size, the grated inlet in the driveway on the west side at this point has been doubled in size to collect the amount of water reaching this point, and a new inlet has been added just south of the driveway on the I west side to collect the flow that is carried within the gutter along the west side of the roadway. The sump inlet has 6.1 cfs reaching this point and city standards allow 2 cfs/fl of opening for a depth of 6 I inches in the gutter. The current opening has been increased from 3' to 4' which will allow the anticipated flow to enter the system. The inlet on the median has not been changed. The flow along the center of the street is 1.3 cfs and can easily be handled by the existing inlet. The grated inlet within the driveway entrance on the west side of the roadway has been increased from a Type G-1 inlet to a Type G-2. This will allow double the capacity of this inlet which will help with the inlets' ability to drain assuming 50% clogging. A additional inlet has been added at this driveway's southern return. The amount of water flowing in this gutter is approximately 11.8 cfs. Computations show that a 21.8' foot opening is required to intercept this amount of flow. Therefore a 22' opening has been designed at this location. Interception of this flow at the gutter will also relieve the depth of flooding that has been experienced in the grated inlet within the driveway in the past. APPENDICES 10-year Hydrology Calculation 100-year Hydrology Calculation 100-year Hydraulic Calculations 10-year Hydrology Calculations I 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 I Rational Hydrology Study Date: 12/09/08 City of Carlsbad - Carlsbad Boulevard Storm Drain Replacement Project No 3624 H&A No 062 0340 05 10- year storm event I Prepared by Bob Sutherlin 12-9-2008 Filename: ScandialO ------------------------------------------------------------------------ Hydrology Study Control Information ------------------------------------------------------------------------ Program License Serial Number 6032 ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0 English (in-lb) input data units used .iap data precipitation entered: 6 hour, precipitation(inches) = 1.800 24 hour precipitation(inches) = 3.000 P6/P24 = 60.0% San Diego hydrology manual 'C' values used Process from Point/Station 100.000 to Point/Station 110.000 INITIAL AREA EVALUATION BASIN 1 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 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C value = 0.800 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 62.000(Ft.) Lowest elevation = 61.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Commercial In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.71 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8(1.1-0.8000)*( 75.000A.5)/( 2.000A(1/3)]= 3.71 Calculated TC of 3.712 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.190(CFS) Total initial stream area = 0.050(Ac.) Process from Point/Station 110.000 to Point/Station 120.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 2 Top of street segment elevation = 61.000(Ft.) End of street segment elevation = 56.500(Ft.) Length of street segment = 270.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 30.000(Ft.) Page 1 scandi alO . out Distance from crown to crossfall grade break = 22.000(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 = 1.S00(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 = 1.445(CFS) Depth of flow = 0.278(Ft.), Average velocity = 2.409(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 7.054(Ft.) Flow velocity = 2.41(Ft/s) Travel time = 1.87 mm. TC = 5.58 mm. 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 [MEDIUM DENSITY RESIDENTIAL ] (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.510 Rainfall intensity = 4.418(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.522 CA = 0.632 Subarea runoff = 2.601(CFS) for 1.160(Ac.) Total runoff = 2.791(CFS) Total area = 1.210(Ac.) Street flow at end of street = 2.791(CFS) Half street flow at end of street = 2.791(CFS) Depth of flow = 0.326(Ft.), Average velocity = 2.791(Ft/s) Flow width (from curb towards crown)= 9.473(Ft.) Process from Point/Station 120.000 to Point/Station 130.000 '' STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 3 Top of street segment elevation = 56.500(Ft.) End of street segment elevation = 50.000(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 = 4.479(CFS) Depth of flow = 0.361(Ft.), Average velocity = 3.286(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 11.227(Ft.) Flow velocity = 3.29(Ft/s) Travel time = 1.72 mm. TC = 7.30 mm. 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 [LOW DENSITY RESIDENTIAL I (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C Value = 0.380 Rainfall intensity = 3.714(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.425 CA = 1.635 Subarea runoff = 3.281(CFS) for 2.640(Ac.) Page 2 scandi alO . out Total runoff = 6.071(CFs) Total area = 3.850(Ac.) Street flow at end of street = 6.071(CFs) Half street flow at end of street = 6.071(CFS) Depth of flow = 0.391(Ft.), Average velocity = 3.534(Ft/s) Flow width (from curb towards crown)= 12.711(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 130.000 to Point/station 140.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 4 Top of street segment elevation = 50.000(Ft.) End of street segment elevation = 43.500(Ft.) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(Ft.) Gutter hike from flowline = 2.000(m.) Manning's N in gutter = 0.0150 Manning's N from gutter to grade break = 0.0150 Manning 's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 7.204(CFs) Depth of flow = 0.437(Ft.), Average velocity = 3.048(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 15.037(Ft.) Flow velocity = 3.05(Ft/s) Travel time = 3.06 mm. TC = 10.37 mm. 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 [MEDIUM DENSITY RESIDENTIAL (7.3 Du/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.510 Rainfall intensity = 2.963(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.456 CA = 2.782 Subarea runoff = 2.173(CFS) for 2.250(Ac.) Total runoff = 8.245(CFS) Total area = 6.100(Ac.) Street flow at end of street = 8.245(CFS) Half street flow at end of street = 8.245(CFS) Depth of flow = 0.454(Ft.), Average velocity = 3.150(Ft/s) Flow width (from curb towards crown)= 15.858(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 150.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 5 Top of street segment elevation = 43.500(Ft.) End of street segment elevation = 43.000(Ft.) Length of street segment = 20.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 Page 3 I Estimated mean flow rate at midpoint of street = 11.137(CFs) Depth of flow = 0.444(Ft.), Average velocity = 4.530(Ft/s) streetfiow hydraulics at midpoint of street travel: HalfStreet flow width = 15.348(Ft.) Flow velocity = 4.53(Ft/5) Travel time = 0.07 min. TC = 10.44 mm. 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 [COMMERCIAL area type ] (General commercial ) Impervious value, Ai = 0.850 Sub-Area C value = 0.800 Rainfall intensity = 2.950(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.556 CA = 4.782 Subarea runoff = 5.862(CFS) for 2.500(Ac.) Total runoff = 14.107(CFS) Total area = 8.600(AC.) street flow at end of street = 14.107(CFS) Half street flow at end of street = 14.107(CFS) Depth of flow = 0.474(Ft.), Average velocity = 4.800(Ft/s) Flow width (from curb towards crown)= 16.842(Ft.) Process from Point/Station 150.000 to Point/Station 160.000 PIPEFLOW TRAVEL TIME (Program estimated size) upstream point/station elevation = 37.730(Ft.) Downstream point/station elevation = 36.920(Ft.) Pipe length = 50.00(Ft.) Mannings N = 0.013 No. of pipes = 1 Required pipe flow = 14.107(CFS) Nearest computed pipe diameter = 21.00(in.) calculated individual pipe flow = 14.107(CFS) Normal flow depth in pipe = 12.94(In.) Flow top width inside pipe = 20.43(In.) Critical Depth = 16.75(in.) Pipe flow velocity = 9.07(Ft/s) Travel time through pipe = 0.09 mm. Time of concentration (Tc) = 10.53 mm. +++++++.++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/station 160.000 CONFLUENCE OF MINOR STREAMS Along Mfl Stream number: 1 in normal stream number 1 Stream flow area = 8.600(Ac.) Runoff from this stream = 14.107(CFS) Time of concentration = 10.53 mm. Rainfall intensity = 2.933(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 162.000 to Point/Station 164.000 INITIAL AREA EVALUATION I BASIN 6 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 I Decimal fraction soil group C = 0.000 Decimal fraction soil group D = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 I Initial subarea total flow distance = 70.000(Ft.) Highest elevation = 53.500(Ft.) Lowest elevation = 51.800(Ft.) Elevation difference = 1.700(Ft.) Slope = 2.429 % I Top of Initial Area Slope adjusted by user to 2.850 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.85 %, in a development type of General commercial I Page 4 I I In Accordance with Figure 3-3 Initial Area Time of concentration = 3.51 minutes U TC = [1.8*(1.1_c)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8 (1.1_0.8000)*( 85.000A.5)/( 2.850A(1/3)1= 3.51 Calculated TC of 3.511 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm I Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.076(CFS) Total initial stream area = 0.020(Ac.) +++++++++++++++++++++++++++++++++++++++++++++++++.++.++++++++++++++++. Process from Point/Station 164.000 to Point/Station 160.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ''' BASIN 7 Top of street segment elevation = 51.800(Ft.) End of street segment elevation = 43.000(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 = 0.473(CFS) Depth of flow = 0.215(Ft.), Average velocity = 1.845(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 3.924(Ft.) Flow velocity = 1.85(Ft/s) Travel time = 5.60 min. TC = 9.11 mm. 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C value = 0.800 Rainfall intensity = 3.220(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.288 Subarea runoff = 0.852(CFS) for 0.340(Ac.) Total runoff = 0.927(CFs) Total area = 0.360(Ac.) Street flow at end of street = 0.927(CFS) Half street flow at end of street = 0.927(CFS) Depth of flow = 0.255(Ft.), Average velocity = 2.062(Ft/s) Flow width (from curb towards crown)= 5.893(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 160.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 0.927(CFS) Time of concentration = 9.11 mm. Rainfall intensity = 3.220(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity NO. (Cr5) (mm) (In/Hr) 1 14.107 10.53 2.933 2 0.927 9.11 3.220 Qmax(1) = Page 5 I 1.000 1.000 ' 14.107) + 0.911 * 1.000 * 0.927) + = 14.951 Qmax(2) = 1.000 * 0.865 * 14.107) + 1.000 * 1.000 * 0.927) + = 13.132 Total of 2 streams to confluence: Flow rates before confluence point: 14.107 0.927 Maximum flow rates at confluence using above data: 14.951 13.132 Area of streams before confluence: 8.600 0.360 Results of confluence: Total flow rate = 14.951(CFS) Time of concentration = 10.532 mm. Effective stream area after confluence = 8.960(Ac.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 170.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 36.850(Ft.) Downstream point/station elevation = 36.380(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 14.951(CFS) Nearest computed pipe diameter = 21.00(In.) Calculated individual pipe flow = 14.951(CFS) Normal flow depth in pipe = 16.73(In.) Flow top width inside pipe = 16.90(In.) Critical Depth = 17.19(In.) Pipe flow velocity = 7.28(Ft/s) Travel time through pipe = 0.11 mm. Time of concentration (TC) = 10.65 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Process from Point/Station 170.000 to Point/Station 170.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.960(Ac.) Runoff from this stream = 14.951(CFS) Time of concentration = 10.65 mm. Rainfall intensity = 2.913(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 210.000 INITIAL AREA EVALUATION BASIN 8 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 0 = 0.000 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C value = 0.800 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 62.500(Ft.) Lowest elevation = 61.000(Ft.) Elevation difference = 1.500(Ft.) Slope = 3.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.00 %, in a development type of General Commercial In Accordance with Figure 3-3 Initial Area Time of concentration = 3.45 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)) TC = [1.8*(1.1_0.8000)*( 85.000A.5)/( 3.000A(1/3)]= 3.45 calculated TC of 3.452 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 4.743(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Page 6 scandi alO . out subarea runoff = 0.228(CFS) I Total initial stream area = 0.060(Ac.) Process from Point/Station 210.000 to Point/Station 220.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION I BASIN 9 Top of street segment elevation = 61.000(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 Mannings N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 0.849(CFS) Depth of flow = 0.247(Ft.), Average velocity = 2.078(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 5.532(Ft.) Flow velocity = 2.08(Ft/s) Travel time = 2.12 min. TC = 5.58 mm. 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 [COMMERCIAL area type I (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Rainfall intensity = 4.420(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.352 Subarea runoff = 1.328(CFS) for 0.380(Ac.) Total runoff = 1.556(CFS) Total area = 0.440(Ac.) Street flow at end of street = 1.556(CFS) Half street flow at end of street = 1.556(CFS) Depth of flow = 0.286(Ft.), Average velocity = 2.354(Ft/s) Flow width (from curb towards crown)= 7.472(Ft.) Process from Point/Station 220.000 to Point/Station 170.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 10 Top of street segment elevation = 57.000(Ft.) End of street segment elevation = 42.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.SOO(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 = 2.946(CFS) Depth of flow = 0.331(Ft.), Average velocity = 2.826(Ft/s) streetflow hydraulics at midpoint of street travel: Page 7 scandial0.out Halfstreet flow width = 9.695(Ft.) Flow velocity = 2.83(Ft/s) Travel time = 5.31 min. TC = 10.88 mm. 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 o = 0.000 [COMMERCIAL area type I (General commercial ) Impervious value, Ai = 0.850 Sub-Area C value = 0.800 Rainfall intensity = 2.871(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KcIA) is c = 0.800 CA = 1.480 subarea runoff = 2.694(CFS) for 1.410(Ac.) Total runoff = 4.250(CFS) Total area = 1.850(Ac.) Street flow at end of street = 4.250(CFS) Half street flow at end of street = 4.250(CFS) Depth of flow = 0.363(Ft.), Average velocity = 3.080(Ft/s) Flow width (from curb towards crown)= 11.302(Ft.) Process from Point/Station 170.000 to Point/Station 170.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 Stream flow area = 1.850(Ac.) Runoff from this stream = 4.250(CFS) Time of concentration = 10.88 mm. Rainfall intensity = 2.871(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CES) (mm) (In/Hr) 1 14.951 10.65 2.913 2 4.250 10.88 2.871 Qmax(1) = 1.000 * 1.000 * 14.951) + 1.000 0.978 * 4.250) + = 19.108 Qmax(2) = 0.986 * 1.000 14.951) + 1.000 1.000 4.250) + = 18.989 Total of 2 streams to confluence: Flow rates before confluence point: U 14.951 4.250 Maximum flow rates at confluence using above data: 19.108 18.989 Area of streams before confluence: 8.960 1.850 Results of confluence: Total flow rate = 19.108(CFS) Time of concentration = 10.646 mm. Effective stream area after confluence = 10.810(Ac.) Process from point/Station 170.000 to Point/Station 180.000 PIPEFLOW TRAVEL TIME (Program estimated size) **** Upstream point/station elevation = 36.180(Ft.) Downstream elevation = 32.640(Ft.) point/station Pipe length = 200.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 19.108(CFS) Nearest computed pipe diameter = 21.00(in.) U calculated individual pipe flow = 19.108(CFS) Normal flow depth in pipe = 15.66(In.) Flow tO width inside pipe = 18.29(In.) critical Depth = 18.92(in.) Pipe flow velocity = 9.93(Ft/s) Travel time through pipe = 0.34 mm. Time of concentration (TC) = 10.98 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ I Page 8 I scandi alO . out Process from Point/Station 180.000 to Point/Station 180.000 SUBAREA FLOW ADDITION BASIN 11 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 [COMMERCIAL area type (Neighborhod commercial ) Impervious value, Ai = 0.800 Sub-Area C value = 0.770 Time of concentration = 10.98 mm. Rainfall intensity = 2.855(In/Hr) for a 10.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.618 CA = 7.197 Subarea runoff = 1.440(CFS) for 0.840(Ac.) Total runoff = 20.547(CFs) Total area = 11.650(Ac.) End of computations, total study area = 11.650 (Ac.) Page 100-year Hydrology Calculations P L scandi a100. out San Diego County Rational Hydrology Program I 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 I Rational Hydrology Study Date: 12/09/08 City of Carlsbad - Carlsbad Boulevard storm Drain Replacement Project NO 3624 H&A No 062 0340 05 100-year storm event Prepared by Bob Sutherlin 12-9-2008 Filename: scandialoo I ------------------------------------------------------------------------ ****** Hydrology study Control Information ------------------------------------------------------------------------ Program License 6032 serial Number ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0 I English (in-lb) input data units used Map data precipitation entered: 6 hour, precipitation(inches) = 2.500 24 hour precipitation(inches) = 4.000 I P6/P24 = 62.5% San Diego hydrology manual 'C values used I Process from Point/station 100.000 to Point/Station 110.000 INITIAL AREA EVALUATION - BASIN 1 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 sub-Area C Value = 0.800 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 62.000(Ft.) Lowest elevation = 61.000(Ft.) Elevation difference = 1.000(Ft.) Slope = 2.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 75.00 (Ft) for the top area slope value of 2.00 %, in a development type of General Commercial In Accordance With Figure 3-3 Initial Area Time of concentration = 3.71 minutes TC = [1.8(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)] TC = [1.8(1.1-0.8000)( 75.000A.5)/( 2.000A(1/3)]= 3.71 Calculated TC of 3.712 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 subarea runoff = 0.263(CFS) Total initial stream area = 0.050(Ac.) Process from Point/station 110.000 to Point/Station 120.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 2 Top of street segment elevation = 61.000(Ft.) End of street segment elevation = 56.500(Ft.) Length of street segment = 270.000(Ft.) Height of curb above gutter flowline = 6.0(In.) width of half street (curb to crown) = 30.000(Ft.) Page 1 scandi aloo. out Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 = 2.068(CFS) Depth of flow = 0.303(Ft.), Average velocity = 2.606(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 8.312(Ft.) Flow velocity = 2.61(Ft/s) Travel time = 1.73 mm. Tc = 5.44 mm. 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C value = 0.510 Rainfall intensity = 6.239(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.522 CA = 0.632 subarea runoff = 3.677(CFS) for 1.160(Ac.) Total runoff = 3.941(CFS) Total area = 1.210(Ac.) Street flow at end of street = 3.941(CFS) Half street flow at end of street = 3.941(CFS) Depth of flow = 0.356(Ft.), Average velocity = 3.025(Ft/s) Flow width (from curb towards crown)= 10.955(Ft.) +++++++++++++++++++++++++++++++++++++++++++++++++++++++++.+++++++++++. Process from Point/Station 120.000 to Point/Station 130.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 3 Top of street segment elevation = 56.500(Ft.) End of street segment elevation = 50.000(Ft.) Length of street segment = 340.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.SOO(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 N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 6.328(CFS) Depth of flow = 0.395(Ft.), Average velocity = 3.569(Ft/s) Streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 12.925(Ft.) Flow velocity = 3.57(Ft/s) Travel time = 1.59 min. TC = 7.03 mm. 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 [LOW DENSITY RESIDENTIAL (2.0 DU/A or Less ) Impervious value, Ai = 0.200 Sub-Area C value = 0.380 Rainfall intensity = 5.289(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.425 CA = 1.635 Subarea runoff = 4.706(CFS) for 2.640(Ac.) Page 2 I I I I Total runoff = 8.646(cFs) Total Street flow at end of street = 8 Half street flow at end of street = Depth of flow = 0.430(Ft.), Average Flow width (from curb towards crown)= scandi a100 . out area = 3.850(Ac.) .646(cFS) 8. 646 (CFS) velocity = 3.849(Ft/s) 14 643 (Ft ) Process from Point/Station 130.000 to Point/Station 140.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 4 Top of street segment elevation = 50.000(Ft.) End of street segment elevation = 43.500(Ft.) Length of street segment = 560.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfail grade break = 22.000(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 = 1.SOO(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 = 10.279(CFS) Depth of flow= 0.482(Ft.), Average velocity = 3.325(Ft/s) Streettlow hydraulics at midpoint of street travel: Halfstreet flow width = 17.289(Ft.) Flow velocity = 3.32(Ft/s) Travel time = 2.81 min. TC = 9.83 mm. 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 [MEDIUM DENSITY RESIDENTIAL (7.3 DU/A or Less ) Impervious value, Ai = 0.400 Sub-Area C Value = 0.510 Rainfall intensity = 4.258(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.456 CA = 2.782 Subarea runoff = 3.201(CFS) for 2.250(Ac.) Total runoff = 11.847(CFS) Total area = 6.100(Ac.) Street flow at end of street = 11.847(CFS) Half street flow at end of street = 11.847(CFS) Depth of flow = 0.503(Ft.), Average velocity = 3.433(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 0.11(Ft.) Flow width (from curb towards crown)= 18.298(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 140.000 to Point/Station 150.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 5 Top of street segment elevation = 43.500(Ft.) End of street segment elevation = 43.000(Ft.) Length of street segment = 20.000(Ft.) Height of curb above gutter flowline = 6.0(in.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(Ft.) Gutter hike from flowline = 2.000(In.) Manning's N in gutter = 0.0150 Page 3 I I I I 11 scandi al0O . out Manning's N from gutter to grade break = 0.0150 Manning's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street= 16.033(CFS) Depth of flow = 0.491(Ft.), Average velocity = 4.953(Ft/s) streetfiow hydraulics at midpoint of street travel: Halfstreet flow width = 17.705(Ft.) Flow velocity = 4.95(Ft/s) Travel time = 0.07 min. TC = 9.90 mm. 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 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C value = 0.800 Rainfall intensity = 4.239(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.556 CA = 4.782 Subarea runoff = 8.427(CFS) for 2.500(Ac.) Total runoff = 20.274(CFS) Total area = 8.600(Ac.) Street flow at end of street = 20.274(CFS) Half street flow at end of street = 20.274(CFS) Depth of flow = 0.529(Ft.), Average velocity = 5.110(Ft/s) warning: depth of flow exceeds top of curb Distance that curb overflow reaches into property = 1.16(Ft.) Flow width (from curb towards crown)= 19.616(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from point/Station 150.000 to Point/Station 160.000 PIPEFLOW TRAVEL TIME (Program estimated size) Upstream point/station elevation = 37.730(Ft.) Downstream point/station elevation = 36.920(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 20.274(CFS) Nearest computed pipe diameter = 24.00(In.) Calculated individual pipe flow = 20.274(CFS) Normal flow depth in pipe = 14.86(in.) Flow toy width inside pipe = 23.31(in.) Critica Depth = 19.39(in.) Pipe flow velocity = 9.93(Ft/s) Travel time through pipe = 0.08 mm. Time of concentration (Tc) = 9.98 mm. Process from point/Station 160.000 to Point/Station 160.000 ?** CONFLUENCE OF MINOR STREAMS Along Main stream number: 1 in normal stream number 1 stream flow area = 8.600(Ac.) Runoff from this stream = 20.274(CFS) Time of concentration = 9.98 mm. Rainfall intensity = 4.216(In/Hr) I Process from Point/Station 162.000 to Point/Station 164.000 INITIAL AREA EVALUATION BASIN 6 Decimal fraction soil group A = 0.000 Decimal fraction soil group B = 1.000 Decimal fraction soil group C = 0.000 I Decimal fraction soil group D = 0.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 — Sub-Area C value = 0.800 Initial subarea total flow distance = 70.000(Ft.) I Highest elevation = 53.500(Ft.) Lowest elevation = 51.800(Ft.) Elevation difference = 1.700(Ft.) Slope = 2.429 % Top of Initial Area Slope adjusted by User to 2.850 % I ' Page 4 11 scandi alOO . out INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 2.85 %, in a development type of General Commercial In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.51 minutes TC = [1.8(1.1_C)*distance(Ft.)A,5)/(% slopeA(1/3)] TC = [1.8(1.1-0.8000)( 85.000A.5)/( 2.850A(1/3))= 3.51 Calculated TC of 3.511 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.800 Subarea runoff = 0.105(CFS) Total initial stream area = 0.020(Ac.) + ++ + ++ + +++++ +++++++++ +++++++++ +++++++++++ ++ +++++ +++ ++.+++++++++++++++ + Process from Point/Station 164.000 to Point/Station 160.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 7 Top of street segment elevation = S1.800(Ft.) End of street segment elevation = 43.000(Ft.) Length of street segment = 620.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 = 0.666(CFS) Depth of flow = 0.235(Ft.), Average velocity = 1.940(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 4.906(Ft.) Flow velocity = 1.94(Ft/s) Travel time = 5.33 min. TC = 8.84 mm. 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 0 = 0.000 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Rainfall intensity = 4.561(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.288 subarea runoff = 1.208(CFs) for 0.340(Ac.) Total runoff = 1.314(CFS) Total area = 0.360(Ac.) Street flow at end of street = 1.314(CFS) Half street flow at end of street = 1.314(CFS) Depth of flow = 0.277(Ft.), Average velocity = 2.216(Ft/5) Flow width (from curb towards crown)= 7.003(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 160.000 to Point/Station 160.000 CONFLUENCE OF MINOR STREAMS '"' Along Main Stream number: 1 in normal stream number 2 Stream flow area = 0.360(Ac.) Runoff from this stream = 1.314(CFS) Time of concentration = 8.84 mm. Rainfall intensity = 4.561(In/Hr) Summary of stream data: stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) Page 5 scandi aloo . out 1 20.274 9.98 4.216 2 1.314 8.84 4.561 Qmax(1) = 1.000 * 1.000 20.274) + 0.924 * 1.000 ' 1.314) + = 21.488 Qmax(2) = 1.000 * 0.885 20.274) + 1.000 * 1.000 ' 1.314) + = 19.260 Total of 2 streams to confluence: Flow rates before confluence point: 20.274 1.314 Maximum flow rates at confluence using above data: 21.488 19.260 Area of streams before confluence: 8.600 0.360 Results of confluence: Total flow rate = 21.488(CFS) Time of concentration = 9.985 mm. Effective stream area after confluence = 8.960(Ac.) Process from Point/Station 160.000 to Point/Station 170.000 PIPEFLOW TRAVEL TIME (Program estimated size) *** Upstream point/Station elevation = 36.850(Ft.) Downstream point/station elevation = 36.380(Ft.) Pipe length = 50.00(Ft.) Manning's N = 0.013 No. of pipes = 1 Required pipe flow = 21.488(CFS) Nearest computed pipe diameter = 24.00(in.) Calculated individual pipe flow = 21.488(CFS) Normal flow depth in pipe = 19.24(in.) Flow top width inside pipe = 19.14(In.) Critical Depth = 19.89(In.) Pipe flow velocity = 7.96(Ft/s) Travel time through pipe = 0.10 mm. Time of concentration (TC) = 10.09 mm. ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 170.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 1 Stream flow area = 8.960(Ac.) Runoff from this stream = 21.488(CFS) Time of concentration = 10.09 mm. Rainfall intensity = 4.188(In/Hr) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 200.000 to Point/Station 210.000 INITIAL AREA EVALUATION BASIN 8 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 [COMMERCIAL area type ] (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Initial subarea total flow distance = 50.000(Ft.) Highest elevation = 62.500(Ft.) Lowest elevation = 61.000(Ft.) Elevation difference = 1.500(Ft.) Slope = 3.000 % INITIAL AREA TIME OF CONCENTRATION CALCULATIONS: The maximum overland flow distance is 85.00 (Ft) for the top area slope value of 3.00 %, in a development type of General Commercial In Accordance with Figure 3-3 Initial Area Time of Concentration = 3.45 minutes TC = [1.8*(1.1_C)*distance(Ft.)A.5)/(% slopeA(1/3)) TC = [1.8*(1.1_0.8000)*( 85.000A.5)/( 3.000A(1/3)]= 3.45 Page 6 I calculated TC of 3.452 minutes is less than 5 minutes, resetting TC to 5.0 minutes for rainfall intensity calculations U Rainfall intensity (I) = 6.587(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is c = 0.800 subarea runoff = 0.316(cFs) Total initial stream area = 0.060(Ac.) I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 210.000 to Point/Station 220.000 **H STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION I BASIN 9 Top of street segment elevation = 61.000(Ft.) End of street segment elevation = 57.000(Ft.) Length of street segment = 265.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 = 1.224(cFS) Depth of flow = 0.270(Ft.), Average velocity = 2.236(Ft/s) streetflow hydraulics at midpoint of street travel: Halfstreet flow width = 6.670(Ft.) Flow velocity = 2.24(Ft/s) Travel time = 1.97 mm. TC = 5.43 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 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 Sub-Area C Value = 0.800 Rainfall intensity = 6.248(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 0.352 Subarea runoff = 1.883(cFs) for 0.380(Ac.) Total runoff = 2.199(CFS) Total area = 0.440(Ac.) Street flow at end of street = 2.199(cFS) Half street flow at end of street = 2.199(cFS) Depth of flow = 0.311(Ft.), Average velocity = 2.543(Ft/s) Flow width (from curb towards crown)= 8.730(Ft.) ++++++ +++ + + ++ ++ + + +++++++++++++++++ +++++ ++++++++++++++++++++ + +++++++ ++ + Process from Point/Station 220.000 to Point/Station 170.000 STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION BASIN 10 Top of street segment elevation = 57.000(Ft.) End of street segment elevation = 42.000(Ft.) Length of street segment = 900.000(Ft.) Height of curb above gutter flowline = 6.0(In.) Width of half street (curb to crown) = 30.000(Ft.) Distance from crown to crossfall grade break = 22.000(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 = 1.500(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 Page 7 scandi alOO . out Manning 's N from grade break to crown = 0.0150 Estimated mean flow rate at midpoint of street = 4.186(CFS) Depth of flow = 0.361(Ft.), Average velocity = 3.069(Ft/s) streetflow hydraulics at midpoint of Street travel: HalfStreet flow width = 11.232(Ft.) Flow velocity = 3.07(Ft/s) Travel time = 4.89 mm. TC = 10.31 mm. 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 [COMMERCIAL area type (General Commercial ) Impervious value, Ai = 0.850 sub-Area C value = 0.800 Rainfall intensity = 4.129(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.800 CA = 1.480 Subarea runoff = 3.912(CFS) for 1.410(Ac.) Total runoff = 6.111(CFS) Total area = 1.850(Ac.) street flow at end of street = 6.111(CFS) Half street flow at end of street = 6.111(CFS) Depth of flow = 0.399(Ft.), Average velocity = 3.359(Ft/s) Flow width (from curb towards crown)= 13.102(Ft.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 170.000 CONFLUENCE OF MINOR STREAMS Along Main Stream number: 1 in normal stream number 2 stream flow area = 1.850(Ac.) Runoff from this stream = 6.111(CFS) rime of concentration = 10.31 mm. Rainfall intensity = 4.129(In/Hr) Summary of stream data: Stream Flow rate TC Rainfall Intensity No. (CFS) (mm) (In/Hr) 1 21.488 10.09 4.188 2 6.111 10.31 4.129 Qmax(1) = 1.000 * 1.000 * 21.488) + 1.000 0.978 6.111) + = 27.466 Qmax(2) = 0.986 * 1.000 * 21.488) + 1.000 * 1.000 * 6.111) + = 27.296 Total of 2 streams to confluence: Flow rates before confluence point: 21.488 6.111 Maximum flow rates at confluence using above data: 27.466 27.296 Area of streams before confluence: 8.960 1.850 Results of confluence: Total flow rate = 27.466(CFS) Time of concentration = 10.090 mm. Effective stream area after confluence = 10.810(AC.) ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 170.000 to Point/Station 180.000 PIPEFLOW TRAVEL TIME (Program estimated size) *** Upstream point/station elevation = 36.180(Ft.) Downstream point/station elevation = 32.640(Ft.) Pipe length = 200.00(Ft.) Manning's N = 0.013 NO. of pipes = 1 Required pipe flow = 27.466(CFS) Nearest computed pipe diameter = 24.00(In.) calculated individual pipe flow = 27.466(CFS) Normal flow depth in pipe = 18.00(in.) Flow top width inside pipe = 20.78(in.) critical Depth = 21.81(In.) Pipe flow velocity = 10.86(Ft/s) Travel time through pipe = 0.31 mm. Page 8 scandialOO.out Time of concentration (TC) = 10.40 mm. I ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 180.000 to Point/Station 180.000 SUBAREA FLOW ADDITION BASIN 11 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 [COMMERCIAL area type ] (Neighborhod Commercial ) Impervious value, Ai = 0.800 Sub-Area C Value = 0.770 Time of concentration = 10.40 mm. Rainfall intensity = 4.108(In/Hr) for a 100.0 year storm Effective runoff coefficient used for total area (Q=KCIA) is C = 0.618 CA = 7.197 0.840(Ac.) Subarea runoff = 2.099(CFS) for Total runoff = 29.565(CFS) Total area = 11.650(Ac.) End of computations, total study area = 11.650 (Ac.) I II I I 1 1 1 I I I Page 9 100-year Hydraulic Calculations - - - - - - - - - - - - - - - - - - - cbrloopl USC .WSW Ti Carlsbad Boulevard Replacement Project 0 T2 100-year Flow rate T3 12-15-08 Filename: cbr100plusc so 84.330 28.100 4 TS 89.000 28.190 8 .014 .000 R 93.500 28.28 8 .013 .000 .000 0 Wx 93.500 28.28 1 .013 R 97.500 28.42 1 .013 WE 97.500 28.420 5 .500 R 102.500 28.430 5 .013 .000 90.000 0 ix 102.510 32.350 6 .011 R 151.130 32.400 6 .000 .000 .000 0 JX 156.130 32.420 2 .014 R 173.350 32.870 2 .013 .000 .000 0 JX 178.350 33.000 2 .013 2.100 35.800 90.0 .000 R 238.370 34.610 2 .013 .000 .000 0 Jx 242.370 34.690 2 .013 R 276.920 35.39 2 .013 .000 .000 0 Jx 280.920 35.47 2 .013 R 315.760 36.180 2 .013 .000 .000 0 JX 319.760 36.380 2 6 .013 6.000 36.380 90.0 .000 R 343.840 36.860 2 .013 .000 .000 0 jx 347.840 36.91 2 6 .013 1.200 36.920 90.0 .000 R 395.040 37.730 2 .013 .000 .000 0 jx 399.040 37.76 3 .013 8.45 39.9 90.0 R 431.760 37.83 3 .013 .000 .000 0 WE 431.760 37.830 3 .500 SH 431.760 37.830 3 CD 1 4 1 .000 2.000 .000 .000 .000 .00 CD 3 4 1 .000 1.500 .000 .000 .000 .00 CD 4 2 0 .000 4.000 10.000 .000 .000 .00 CD 5 2 0 .000 6.000 4.000 .000 .000 .00 CD 6 3. 0 .000 2.000 4.000 .000 .000 .00 CD 7 2 0 .000 4.500 4.000 .000 .000 .00 CD 8 2 0 .000 4.500 4.500 .000 .000 .00 CD 2 6 0 .000 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 PTS 232 .000 9.500 1.000 6.100 3.000 3.800 5.000 2.400 7.000 1.500 PTS 9.000 .800 11.000 .300 13.000 .100 15.000 .000 17.000 .100 PTS 19.000 .300 21.000 .800 23.000 1.500 25.000 2.400 27.000 3.800 PTS 29.000 6.100 30.000 9.500 29.000 12.900 27.000 15.200 25.000 16.600 PTS 23.000 17.500 21.000 18.200 19.000 18.700 17.000 18.900 15.000 19.000 PTS 13.000 18.900 11.000 18.700 9.000 18.200 7.000 17.500 5.000 16.600 PTS 3.000 15.200 1.000 12.900 Q 11.850 .0 Page 1 - - - - - - - - - - - - - - - - - - - cbrloOpl USC .OUT 0 FILE: cbrlOOplusc.WSW W S P G W - CIVILDESIGN version 14.06 PAGE Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date:12-17-2008 Time: 2:47:51 Carlsbad Boulevard Replacement Project 100-year Flow rate 12-15-08 Filename: cbrloOplusc * Station I Invert I Depth I Water I Q I vel vel I Energy Super ICriticaliFlow ToplHeight/IBase wtl INO wth I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth -I- I width IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem -I- -I- Ich Slope I -I- I -I- -I- I I -I- -I- SF Avel -I- HF ISE -I- DpthlFroude NlNorm Dp -I- -I- I N -I- X-Falll ZR -I IType Ch I I******** I I I I I I I******** I****** I I I I I I AT OUTLET DEPTH= .244 v(OUT)= 12.14 84.330 28.100 .244 28.344 29.60 12.14 2.29 30.63 .00 .65 10.00 4.000 10.000 .00 0 .0 TRANS STR STR -I- -I- .0193 -I- -I- -I- -I- -I- .0647 -I- .30 .24 -I- -I- 4.33 -I- -I- .014 -I- .00 .00 RECTANG 89.000 I I 28.190 .549 I 28.739 I I 29.60 I 11.98 2.23 I 30.97 .00 I I 1.10 4.50 I I 4.500 4.500 II .00 0 .0 4.500 -I- -I- .0200 -I- -I- -I- -I- -I- .0334 -I- .15 .55 -I- -I- 2.85 .64 -I- -I- .013 -I- .00 .00 I- RECTANG 93.500 -I- I I 28.280 -I- .541 -I- I 28.821 -I- I I 29.60 -I- I 12.16 2.30 I 31.12 .00 I I 1.10 4.50 I 4.500 I 4.500 .00 I 0 .0 WALL EXIT EXIT -I- -I- -I- -I- -I- -I- -I- -I- 93.500 I 28.280 1.668 I 29.948 I I 29.60 I 10.57 1.74 I 31.68 .00 I I 1.86 1.49 I I 2.000 .000 .00 1 .0 2.503 -I- -I- .0350 -I- -I- -I- -I- -I- .0161 -I- .04 1.67 -I- -I- 1.36 1.23 -I- -I- .013 -I- .00 .00 I- PIPE 96.003 I I 28.368 1.738 I 30.105 I I 29.60 I 10.21 1.62 I 31.72 .00 I I 1.86 1.35 I I 2.000 I .000 .00 I 1 .0 1.497 -I- -I- .0350 -I- -I- -I- -I- -I- .0152 -I- .02 1.74 -I- -I- 1.23 1.23 -I- -I- .013 -I- .00 .00 I- PIPE 97.500 -I- I I 28.420 -I- 1.856 -I- I I 30.276 -I- I 29.60 -I- I 9.73 1.47 I 31.75 .00 I I 1.86 1.03 I I 2.000 I .000 .00 I 1 .0 ENTRANCE WALL ENTRANCE -I- -I- -I- -I- -I- -I- -I- -I- DROP STRUCTURE WATER DEPTH = 4.6 FEET 97.500 I 28.420 4.627 I I 33.047 I 29.60 I 1.60 .04 I 33.09 .00 I I 1.19 4.00 I I 6.000 I 4.000 .00 0 .0 5.000 -I- -I- .0020 -I- -I- -I- -I- -I- .0001 -I- .00 4.63 -I- -I- .13 1.57 -I- -I- .013 -I- .00 .00 I- RECTANG 102.500 -I- I I 28.430 -I- 4.618 -I- I 33.048 -I- I 29.60 I 1.60 .04 I 33.09 .00 I I 1.19 4.00 I I 6.000 I 4.000 .00 I 0 .0 JUNCT STR -I- -I- -I- -I- 4.62 -I- -I- .13 -I- -I- .011 -I- .00 .00 I- RECTANG 102.510 I I 32.350 1.194 I 33.544 I 29.60 I 6.20 .60 I 34.14 .00 I 1.19 4.00 I I 2.000 I 4.000 .00 I 0 .0 1.090 -I- -I- .0010 -I- -I- -I- -I- -I- .0047 -I- .01 1.19 -I- -I- 1.00 2.00 -I- -I- .014 -I- .00 .00 I- BOX 0 FILE: cbrlOOplusc.WSW W S P G W - CIVILDESIGN version 14.06 PAGE 2 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date:12-17-2008 Time: 2:47:51 Carlsbad Boulevard Replacement Project 100-year flow rate 12-15-08 Filename: cbrloOplusc * Invert I Depth I Water I Q I vel vel I Energy I Super ICriticalIFlow TopiHeight/IBase WtI INo Wth Station Elev I (FT) I Elev I (cFS) I (FPS) Head I Grd.El .1 Elev I Depth I width IDia.-FTIor I.D. I ZL IPrs/Pip Page 1 - - - - - - - - - - - - - - - - - - - cbr100p1usc .OUT -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFrOUde NlNorm Dp I N I X-FallI ZR IType Ch * I******* 103.600 32.351 1.252 33.603 29.60 5.91 .54 34.15 .00 1.19 4.00 2.000 4.000 .00 0 .0 3.816 -I- -I- .0010 -I- -I- -I- -I- -I- .0041 .02 -I- -I- 1.25 .93 -I- 2.00 -I- -I- .014 -I- .00 .00 I- BOX 107.416 I 32.355 I I 1.313 33.668 I I 29.60 5.64 I .49 34.16 I I .00 1.19 I 4.00 I 2.000 I 4.000 .00 I 0 .0 7.480 -I- -I- .0010 -I- -I- -I- -I- -I- .0034 .03 -I- -I- 1.31 .87 -I- 2.00 -I- -I- .014 -I- .00 .00 I- BOX 114.896 I I 32.363 I 1.377 33.740 I I 29.60 5.37 I .45 34.19 I I .00 1.19 I 4.00 I 2.000 I I 4.000 .00 I 0 .0 12.446 -I- -I- .0010 -I- -I- -I- -I- -I- .0029 .04 -I- -I- 1.38 .81 -I- 2.00 -I- -I- .014 -I- .00 .00 I- BOX 127.342 I I 32.376 I 1.444 33.820 I I 29.60 5.12 I .41 34.23 I I .00 1.19 I 4.00 I 2.000 I I 4.000 .00 I 0 .0 19.275 -I- -I- .0010 -I- -I- -H -I- -I- .0026 .05 -I- -I- 1.44 .75 -I- 2.00 -I- -I- .014 -I- .00 .00 I- BOX 146.617 I I 32.395 1.515 33.910 I I 29.60 4.88 I .37 34.28 I I .00 1.19 I 4.00 I 2.000 I I 4.000 .00 I 0 .0 4.513 -I- -I- .0010 -I- -I- -I- -I- -I- .0025 .01 -I- -I- 1.51 .70 -I- 2.00 -I- -I- .014 -I- .00 .00 I- BOX 151.130 I I 32.400 I 1.528 33.928 I I 29.60 4.84 I .36 34.29 I I .00 1.19 I 4.00 I 2.000 I I 4.000 .00 I 0 .0 JUNCT STR .0040 .0013 .01 1.53 .69 .014 .00 .00 I- BOX --------------------WARNING - Junction Analysis - Change in Channel Type --------------- 156.130 I 32.420 I 1.851 34.271 I I 29.60 1.34 I .03 34.30 I .00 .84 I 17.56 I I I 2 I 0 .0 2.161 -I- -I- .0261 -I- -I- -I- -I- -I- .0001 .00 -I- -I- 1.85 .21 -I- .515 -I -I- .013 -I- I- IR-COV 158.291 I I 32.476 I 1.792 I 34.269 I 29.60 1.40 I .03 34.30 I I .00 .84 I 17.30 I I I 2 I 0 .0 2.078 -I- -I- .0261 -I- -I- -I- -I- -I- .0001 .00 -I- -I- 1.79 .22 -I- .515 -I -I- .013 -I- I- IR-COV 0 FILE: cbr100p1u5c.WSW W S P G W - CIVILDESIGN version 14.06 PAGE 3 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date:12-17-2008 Time: 2:47:51 Carlsbad Boulevard Replacement Project 100 -year flow rate * 12-15-08 Filename: cbrlooplusc Station I Invert I Depth I Water I Q I vel vel I Energy I Super ICriticalIFlow ToplHeight/IBase WtI INO Wth I Elev I (FT) 1 Elev I (CFS) I (FPS) Head Grd.El .1 Elev I Depth I Width IDia.-FTIor I.D. I ZL -I IPrs/Pip L/Elem -I- -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Ave[ HF -I- -I- -I- ISE DpthlFroude NiNorm Op -I- -I- I N I -I- X-FallI ZR IType ch I I 160.369 32.531 I 1.735 I 34.266 29.60 1.47 I .03 34.30 I .00 .84 I 17.05 I I I 2 I 0 .0 1.999 -I- -I- .0261 -I- -I- -I- -I- -I- .0001 .00 -I- -I- 1.74 .24 -I- .515 -I- -I- .013 -I- I- IR-COV 162.368 I 32.583 I 1.680 I 34.263 I 29.60 1.55 I .04 34.30 I I .00 .84 I 16.80 I I I 2 I 0 .0 -I- 1.914 -I- .0261 -I- -I- -I- -I- -I- .0002 .00 -I- -I- 1.68 .26 -I- .515 -I- -I- .013 -I- I-- IR-COV 164.282 I I 32.633 I 1.627 I 34.260 I 29.60 1.62 I .04 34.30 I I .00 .84 I 16.56 I I I 2 I 0 .0 -I- 1.836 -I- .0261 I I -I- I -I- I -I- I -I- -I- .0002 .00 -I- -I- 1.63 I I -I- .27 I .515 -I- -I- .013 I I -I- I I-- IR-COV I Page 2 - - - - - - - - - - - - - - - - - - - cbrloopl USC. OUT 166.118 32.681 1.575 34.256 29.60 1.70 .04 34.30 .00 .84 16.33 2 0 .0 1.753 -I- .0261 -I- -I- -I- -I- -I- -I- .0002 .00 -I- -I- 1.57 -I- .29 .515 -I- -I- .013 -I- I- IR-COV 167.871 I 32.727 I 1.525 I I 34.252 I 29.60 I 1.78 .05 34.30 I I .00 I .84 16.11 I I I 2 I 0 .0 1.676 -I- .0261 -I- -I- -I- -I- -I- -I- .0003 .00 -I- -I- 1.53 -I- .31 .515 -I- -I- .013 -I- I- IR-COV 169.547 I 32.771 I 1.477 I I 34.247 I 29.60 I 1.87 .05 34.30 I I .00 I .84 15.87 I I I 2 I 0 .0 1.601 -I- .0261 -I- -I- -I- -I- -I- -I- .0003 .00 -I- -I- 1.48 -I- .33 .515 -I- -I- .013 -I- I- IR-COV 171.148 I 32.812 I 1.430 I I 34.242 I 29.60 I 1.96 .06 34.30 I I .00 I .84 15.60 I I 2 I 0 .0 1.529 -I- .0261 -I- -I- -I- -I- -I- -I- .0003 .00 -I- -I- 1.43 -I- .35 .515 -I- -I- .013 -I- I- IR-COV 172.677 32.852 I I 1.385 I 34.237 I 29.60 I 2.06 .07 34.30 I I .00 I .84 15.34 I I I 2 I 0 .0 .673 -I- .0261 -I- -I- -I- -I- -I- -I- .0004 .00 -I- -I- 1.38 -I- .37 .515 -I- -I- .013 -I- I- IR-COV 173.350 I 32.870 I I 1.365 I 34.235 I 29.60 I 2.10 .07 34.30 I I .00 I .84 15.23 I I I 2 I 0 .0 JUNCT STR .0260 1.365 .385 .013 I- IR-COV --------------------WARNING - Junction Analysis - Irregular Channel -------------------- o FILE: cbr100plusc.WSW W S P G W - CIVILDESIGN version 14.06 PAGE 4 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date:12-17-2008 Time: 2:47:51 Carlsbad Boulevard Replacement Project 100-year flow rate 12-15-08 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Filename: cbrlOOplusc * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** * * * * * * * * * * * * * * * * * * * I Invert I Depth I Water I Q I vel vel I Energy I Super ICriticalIFlow TopiHeight/IBase wtl INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El .1 Elev I Depth I Width IDia.-FTIor I.D. I ZL IPrs/Pip L/Elem -I- -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel HF -I- -I- ISE DpthlFroude -I- NiNorm Dp -I- -I- I "N" I -I- X-FallI ZR -I IType Ch I I******** I I ********* I********* I I I********* I I ***** I I I I 178.350 33.000 I .498 33.498 I 27.50 I 8.75 1.19 34.69 I I .00 I .81 9.59 I I 2 0 .0 11.914 -I- -I- .0268 -I- -I- -I- -I- -I- .0260 .31 -I- -I- .50 -I- 2.69 .496 -I- -I- .013 -I- I- IR-COV 190.264 I I 33.320 I .500 I 33.819 I 27.50 I 8.71 1.18 35.00 I I .00 I .81 9.60 I I I 2 I 0 .0 34.245 -I- -I- .0268 -I- -I- -I- -I- -I- .0242 .83 -I- -I- .50 -I- 2.68 .496 -I- -I- .013 -I- I- IR-COV 224.509 I I 34.238 I .516 I 34.754 I 27.50 I 8.31 1.07 35.83 I .00 I .81 9.72 I I 2 I 0 .0 13.861 -I- -I- .0268 -I- -I- -I- -I- -I- .0210 .29 -I- -I- .52 -I- 2.51 .496 -I- -I- .013 -I- I- IR-COV 238.370 I 34.610 I .532 I 35.142 I 27.50 I 7.92 .97 36.12 I I .00 I .81 9.86 I I I 2 I 0 .0 JUNCT STR -I- -I- .0200 -I- -I- -I- -H -I- .0194 .08 -I- -I- .53 -I- 2.35 -I- -I- .013 -I- I- IR-COV --------------------WARNING - Junction Analysis - Irregular Channel -------------------- 242.370 I I 34.690 I .533 I 35.223 I 27.50 7.89 .97 36.19 I I .00 I .81 9.87 I I I 2 0 .0 -I- 3.857 -I- .0203 -I- -I- -I- -I- -I- .0193 .07 -I- -I- .53 -I- 2.34 .528 -I- -I- .013 -I- I- IR-COV 246.227 I I 34.768 I .534 I 35.302 I 27.50 I 7.88 .96 36.27 I I .00 I .81 9.87 I I I 2 I 0 .0 -I- 30.693 -I- .0203 -I- -I- -I- -I- -I- .0180 .55 -I- -I- .53 -I- 2.34 .528 -I- -I- .013 -I- I- IR-COV Page 3 - - - - - - - - - - - - - - - - - - - cbrlOoplusc.OuT 276.920 35.390 .551 35.941 27.50 7.51 .88 36.82 .00 .81 10.01 2 0 .0 JUNCT STR -I- .0200 -I- -I- -I- -I- -I- -I- .0164 .07 -I- -I- .55 -I 2.19 -I -I- -I- .013 I- IR-COV --------------------WARNING - Junction Analysis - Irregular Channel -------------------- U FILE: cbrloOplusc.WSw W S P G W - CIVILDESIGN version 14.06 PAGE 5 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date:12-17-2008 Time: 2:47:51 Carlsbad Boulevard Replacement Project 100-year flow rate 12-15-08 Filename: cbrlooplusc I Invert I Depth I water I Q I vel vel I Energy I Super CriticaliFlow TopiHeight/IBase WtI Width INO Wth Station I Elev I (FT) Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I IDia.-FTIor I.D.I ZL IPrs/Pip L/Elem -I- ICh Slope -I- I -I- -I- I I -I- I -I- -I- SF Avel HF -I- -I- -I- ISE DpthlFroude NlNorm Dp -I- -I- -I- I "N" I X-FallI ZR -I IType Ch I I I I*** I I I I I I I I I I**** I*** I I I I I 280.920 I 35.470 I .555 I I 36.025 I 27.50 7.43 .86 36.88 .00 .81 10.04 2 0 .0 7.822 -I- .0204 -I- -I- -I- -I- -I- -I- .0155 .12 -I- -I- .56 -I- 2.16 .527 -I- -I- -I- .013 I- IR-COV 288.742 I 35.629 I .566 I 36.196 I 27.50 7.21 .81 37.00 I I .00 I .81 10.13 I I I 2 I 0 .0 8.475 -I- .0204 -I- -I- -I- -I- -I- -I- .0139 .12 -I- -I- .57 -I- 2.07 .527 -I- -I- -I- .013 I- IR-COV 297.217 I 35.802 I I .584 I 36.386 I 27.50 I 6.88 .73 37.12 I I .00 I .81 10.27 I I I 2 0 .0 5.754 -I- .0204 -I- -I- -I- -I- -I- -I- .0121 .07 -I- -I- .58 -I- 1.94 .527 -I- -I- -I- .013 I- IR-COV 302.971 I 35.919 I I .603 I 36.523 I 27.50 I 6.56 .67 37.19 I I .00 I .81 10.43 I I I 2 I 0 .0 4.169 -I- -I- .0204 -I- -I- -I- -I- -H .0105 .04 -I- -I- .60 -I- 1.82 .527 -I- -I- -I- .013 I- IR-COV 307.140 I 36.004 I I .623 I 36.627 I 27.50 I 6.25 .61 37.23 I I .00 I .81 10.58 I I I 2 I 0 .0 3.121 -I- -I- .0204 -I- -I- -I- -I- -I- .0091 .03 -I- -I- .62 -I- 1.71 .527 -I- -I- -I- .013 I- IR-COV 310.261 I 36.068 I .643 I 36.711 I 27.50 I 5.96 .55 37.26 I .00 I .81 10.74 I I I 2 I 0 .0 2.364 -I- -I- .0204 -I- -I- -I- -I- -I- .0080 .02 -I- -I- .64 -I- 1.60 .527 -I- -I- -I- .013 I- IR-COV 312.625 I I 36.116 I .664 I 36.780 27.50 I 5.68 .50 37.28 I I .00 I .81 10.91 I I 2 I 0 .0 1.793 -I- -I- .0204 -I- -I- -I- -I- -H .0069 .01 -I- -I- .66 -I- 1.50 .527 -I- -I- -I- .013 I- IR-COV 314.418 I I 36.153 I .685 I 36.838 I 27.50 5.42 .46 37.29 I I .00 I .81 11.08 I I 2 I 0 .0 1.342 -I- -I- .0204 -I- -I- -I- -I- -I- .0060 .01 -I- -I- .69 -I- 1.41 .527 -I- -I- -I- .013 I- IR-COV U FILE: cbrloOplusc.WSw W S P G W - CIVILDESIGN version 14.06 PAGE 6 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date:12-17-2008 Time: 2:47:51 Carlsbad Boulevard Replacement Project 100-year flow rate 12-15-08 Filename: cbrlooplusc * Station I Invert I Depth I Water Q I vel vel I Energy I Super ICriticaliFlow ToplHeight/IBase WtI width INO Wth I Elev I (Fr) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I IDia.-FTlor I.Dj ZL lPrs/Pip L/Elem -I- -I- ICh Slope I -I- I -I- I -I- I -I- -I- SF Avel HF -I- -I- -I- ISE DpthlFroude NlNorm Dp -I- -I- -I- N' I X-Falll ZR -I IType Ch I I I********* I********* I I******* I********* I I I I******* I I***** I Page - - - - - - - - - - - - - - - - MM cbr100p1 USC. OUT 315.760 -I- 36.180 .707 36.887 27.50 5.17 .41 37.30 .00 .81 11.26 2 0 .0 JUNCT STR .0500 -I- -I- -I- -I- -I- -I- -I- .0114 .05 -I- .71 1.32 -I- -I- .013 -I- -I- I- IR-COV --------------------WARNING - Junction Analysis - Irregular Channel -------------------- 319.760 I 36.380 -I- I I .491 36.871 I I I 21.50 7.00 .76 37.63 I I .00 .72 I 9.53 I I I 2 I 0 .0 7.630 .0199 I -I- -I- -I- -I- -I- -I- -I- .0166 .13 -I- .49 2.17 -I- .475 -I- .013 -I- -I- I- IR-COV 327.390 -I- 36.532 I I .498 -I- 37.030 I I I 21.50 6.85 .73 37.76 I I .00 .72 I 9.58 I I I 2 I 0 .0 10.146 .0199 I -I- -I- -I- -I- -I- -I- .0150 .15 -I- .50 -I- 2.11 .475 -I- .013 -I- -I- I- IR-COV 337.536 -I- 36.734 -I- I I .514 37.248 I I I 21.50 6.53 .66 37.91 I I .00 I .72 9.71 I I 2 I 0 .0 6.304 .0199 I I -I- -I- -I- -I- -I- -I- .0130 .08 -I- .51 -I- 1.97 .475 -I- .013 -I- -I- I- IR-COV 343.840 -I- 36.860 -I- I .530 37.390 I I I 21.50 6.22 .60 37.99 I I .00 I .72 9.84 I I I 2 I 0 .0 JUNCT STR .0125 -I- -I- -I- -I- -I- -I- .0147 .06 -I- .53 -I- 1.85 -I- .013 -I- -I- I- IR-COV --------------------WARNING - Junction Analysis - Irregular Channel -------------------- 347.840 -I- I I 36.910 -I- I .477 37.387 I I I 20.30 6.90 .74 38.13 I .00 I .70 9.42 I I I 2 I 0 .0 2.218 .0174 I I -I- I -I- -I- -I- -I- -I- .0174 .04 -I- .48 -I- 2.18 .477 -I- .013 -I- -I- I- IR-COV 350.058 -I- 36.949 -I- .477 37.425 I I I 20.30 6.90 .74 38.17 I I .00 I .70 9.42 I I I 2 I 0 .0 44.982 .0174 -I- -I- -I- -I- -I- -I- .0182 .82 -I- .48 -I- 2.18 .477 -H .013 -I- -I- I- IR-COV 0 FILE: cbr100p1usc.WSW W S P G W - CIVILDESIGN version 14.06 PAGE 7 Program Package Serial Number: 1773 WATER SURFACE PROFILE LISTING Date:12-17-2008 Time: 2:47:51 Carlsbad Boulevard Replacement Project 100 -year flow rate 12-15-08 Filename: cbrlooplusc Invert Depth I Water I Q I vel vel I Energy Super ICriticaliFlow TopiHeight/IBase wtl INo Wth Station I -I- Elev I (Fr) I Elev I (CFS) I (FPS) Head I Grd.El.I Elev I Depth I width IDia.-FTIor I.Dj ZL lPrs/Pip L/Elem ICh -I- Slope I -I- I -I- I -I- -I- -I- -I- SF Avel HF -I- ISE DpthjFroude -H NlNorm Dp -I- -I- I N I -I- X-Falll ZR -I IType Ch I I I*** I I I I I I I******* I I I I 395.040 -I- 37.730 -I- .468 -I- 38.198 I I 20.30 7.12 .79 38.98 I I .00 I .70 9.34 I I I 2 I 0 .0 JUNCT STR .0075 -I- -I- -I- -I- -I- .0153 .06 -I- .47 -H 2.27 -I- -I- .013 -I- I- IR-COV GRATE INLET IN CROSS GUTTER --------------------WARNING - Junction Analysis - Irregular Channel -------------------- - Junction Analysis - Change in -- WARNING Channel Type --------------- I 399.040 -I- I 37.760 -I- 1.308 39.068 11.85 7.25 .82 39.88 .00 1.31 1.00 1.500 .000 .00 1 .0 1.723 .0021 I -I- -I- -I- -I- -I- -I- .0113 .02 -I- 1.31 -H 1.00 1.50 -I- -I- .013 -I- .00 .00 I- PIPE 400.763 -I- 37.764 -I- I 1.398 I 39.162 I I 11.85 6.91 .74 39.90 I I .00 I 1.31 .76 I I 1.500 I .000 .00 1 .0 6.349 I .0021 I -I- -I- -I- -I- -I- -I- .0114 .07 -I- 1.40 -I- .81 1.50 -I- -I- .013 -I- .00 .00 I- PIPE 407.112 37.777 1.500 I 39.277 I I 11.85 6.71 .70 39.98 I I .00 I 1.31 .00 I I 1.500 I .000 .00 I 1 .0 Page 5 - - - - - - - - - - - - - - - - - - - cbrlOopl USC. OUT 24.648 .0021 .0123 .30 1.50 .00 1.50 .013 .00 .00 PIPE WALL ENTRANCE NEW TYPE B INLET (WEST SIDE OF STREET) I I I I I I 431.760 37.830 1.761 39.591 11.85 6.71 .70 40.29 .00 1.31 .00 1.500 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 0 - Page 6 REPLACEMENT LEGEND DESCRIPTION STD. DWG. NO. SYMBOL STREET CENTERUNE . - - - - - - STREET RIGHT-OF-WAY PROPERTY. LINE - EASEMENT LINE - - CURB & GUTTER (EXISTING) STORM DRAIN (EXISTING) CONCRETE BROW DITCH EXISTING GAS LINE - GAS - GAS EXISTING WATER LINE V DIISTTNG ELECTRICAL LINE - RCP STORM DRAIN (PROPOSED) - - CURB & GLITTER (PROPOSED) CONCRETE (PROPOSED) STORM DRAIN CLEANOIJT-TYPE A (PROPOSED) 0-9 FIM CURB INLET-TYPE C (PROPOSED) 0-2 CURB INLET-TYPE B (PROPOSED) 0-3 CATCH BASIN-TYPE 'G (PROPOSED) D-8 - II - II II - CITY OF CARLSBAD LOCAL DEPRESSION (PROPOSED) PROPOSED FINISH GRADE ELEVATION . DS-1 UMITS OF GRADING (PROPOSED) 32.80 FG EXISTING GRADE ELEVATION (32.80)EG CONSTRUCTION PLANS FOR CARLSBAD. BOULEVARD STORM DRAIN PROJECT NO. 3624 CITY OF IARLSBAD CARLSBAD, CALIFORNIA VILINII V MRfr' NOT TO SCALE WORK TO BE DONE THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS. CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER. CARLSBAD MUNICIPAL CODE CITY OF CARLSBAD ENGINEERING STANDARDS THIS SET OF PLANS THE STANDARD SPECIFICATION FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK) LATEST EDITION, INCLUDING ALL SUPPLEMENTS. THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS ABBREVIATIONS AC ASPHALT CONCRETE AB AGGREGATE BASE = CENTERLINE ELY = EASTERLY ER. = EXISTING F.S. - FINISHED SURFACE N.T.S. - NOT TO SCALE PROP PROPOSED RCP. = REINFORCED CONCRETE PIPE R/W = RIGHT OF WAY SD = STORM DRAIN ST STREET TAC TRANSITE ASBESTOS CEMENT WLY = WESTERLY CLAUDEA. "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 P1RUIM PUBLIC WORKS DIRECTOR II I NCTD GENERAL NOTES I. FOR ALL EMERGENCIES AFFECTING THE TRACK AND TRAIN SAFETY, CALL NCTD'S 24 HOUR SECURITY OFFICE AT (760) 966-6700. ALL PERSONNEL ENTERING THE RAILROAD RIGHT-OF-WAY SHALL COMPLY PITH NORTH COUNTY TRANSIT DISTRICT (NCTD) REQUIREMENTS. FAILURE TO COMPLY WILL BE GROUNDS FOR TERMINATION OF WORK AND REVOCATION OF THE RIGHT-OF-ENTRY (ROE) PERMIT. PRIOR TO THE START OF CONSTRUCTION AND AT THE CONTRACTORS EXPENSE. ALL PERSONNEL INCLUDING SUBCONTRACTORS AND THIRD PARTIES SHALL COMPLETE NCID'S CONTRACTOR SAFETY TRAINING COURSE. CONTACT LEE KUHNS AT (760) 967-2851 TO ARRANGE TRAINING. THE ROE PERMITTER SHALL PAY FOR ALL FLAGGING. INSPECTiONS, AND REVIEW COSTS AS REQUIRED IN THE ROE PERMIT. WORK BEYOND THE HOURS OF 7 AM TO 5 PM. MONDAY THROUGH FRIDAY, WU. BE CHARGED AT 1.5 TIMES THE STANDARD HOURLY RATE. THE CONTRACTOR SHALL ADHERE TO ALL REQUIREMENTS SET FORTH BY NCTD, THE ROE PERMIT, PROJECT PLANS AND SPECIFICATIONS, AND THE JOB SITE NCID FLAGMAN/EMPLOYEE-IN-CHARGE(EIC). THE NCTD FLAGMAN/tIC HAS SOLE RESPONSIBILITY TO PROTECT THE RAILROAD INFRASTRUCTURE AND OPERATIONS. AT ALL TiMES, THE CONTRACTOR SHALL FOLLOW THE FLAGMAN/tICS DIRECTiON. ALL PERSONS ENTERING THE RAILROAD RIGHT-OF-WAY SHALL HAVE TAKEN THE NCTD SAFETY TRAINING COURSE AND SHALL HAVE THE NCTD SAFETY STICKER AFFIXED TO THEIR HARD HAT. NO WORK SHALL BE PERFORMED WITHIN THE RAILROAD RIGHT-OF-WAY WITHOUT A RIGHT-OF-ENTRY PERMIT, FLAG REQUESTS SUBMITTED TO NCTD. AND A NCTD FLAGMAN PRESENT DURING ALL CONSTRUCTION AND RELATED ACTIVITIES. THE CONTRACTOR SHALL COMPLY WITH ALL ENVIRONMENTAL AND THIRD PARTY PERMITS AS REQUIRED BY THE WORK. THE CONTRACTOR SHALL MAKE THE NECESSARY ARRANGEMENTS FOR EACH EQUIPMENT OPERATOR TO HAVE CONSTANT AND DIRECT RADIO CONTACT WITH THEIR FOREMAN. THE FOREMAN WILL IN TURN HAVE CONSTANT AND DIRECT CONTACT WITH THE NCTD FLAGMAN/tIC. THE CONTRACTOR SHALL HAVE THE PERMITTED STAMPED SET OF PLANS ON-SITE WORK WILL BE TERMINATED BY NCTT) SHOULD NO STAMPED PLANS BE ON-SITE. THE. CONTRACTOR SHALL CONTACT NCTD AT (760) 967-2851 48 HOURS IN ADVANCE FOR ANY INSPECTIONS REQUIRED IN THE ROE PERMIT. ALL WORK ON OR ADJACENT TO THE SEll DIEGO TROLLEY SHALL ALSO ADHERE TO NCTD REQUIREMENTS. THE MOVEMENT OF TRAINS IS UNPREDICTABLE. TRAINS MAY APPROACH THE JOB SITE IN ANY DIRECTION. AT ANY SPEED. AT ANY TIME. AND MAY STOP AND OCCUPY THE TRACK WITHIN THE CONTRACTOR'S WORK ZONE FOR AN UNDETERMINED PERIOD OF TIME- NO PERSONNEL SHALL CROSS ANY TRACK IMTHOIJT THE APPROVAL FROM THE NCTD FLAGMAN. IS. ONLY THE NCTD FLAGMAN IS PERMITTED TO PERFORM FLAGGING OPERATIONS WITHIN THE RAILROAD RIGHT-OF-WAY. SHEET INDEX SHEET NO. DESCRIPTION TITLE SHEET, VICINITY MAP AND LOCATiON MAP 2 PLAN & PROFILE 3 PLAN& PROFILE I II II NCTD NOTE.• (760) 966-6700 - 24 HR RAILROAD EMERGENCY NO. SHEET CITY OF CARLSBAD 3 1 - ENGINEERING DEPARUENT SHEETS CARLSBAD BOULEVARD STORM DRAIN REPLACEMEN'Ti TITLE SHEET, VICINITY MAP AND LOCATION MAP - j - APPROVED WIWAIA E. PLUMMER DEPUTY CITY ENGINEER REE 28176 ES'. 03/31/10 DATE - - DAN BY - RV PROJECT NO. DRAWING NO. ; BS 3624 461-2 REVISION DESCRIPTION IN • & 2-03O.O5 Underground Service Alert Basis of Bearings: BENCH MARK: "AS BUILT" PREPARED BY: NAD 83 (L991.35 EPOCH) QSB-129 FOR THIS SURVEY IS THE LINE BETWEEN: ELEV, 20.040' RECORD OF SURVEY 17271 ego. CA:92 . ,&CO: TOLL M 1-800 3- SD DISK MON. IN TOP OF CONCRETE SIGNAL BASE. 500' NORTH P.E. 3- SAN DIEGO COUNTY 1 KING TRACKS. 14 FEET EAST OF TRACKS. IN THE IT BEFORE YOU DIG6228351289'. NOS 17271. 15' OISC STAMPED WEST CURB rE =4 EUREXA ST. AT ANGLE REARING BEING: N ... OF COAST "TERSEcTION WITH RAILROAD227-2600 TRACKS. BEHIND CARLSBAD WATER FACILITY & %1YE MONUM T IS IN THE TOP HIGHWAY 101 INIERSECTION WITH RAILROAD NOFACGNDE REVIEWED BY, W BACK OF CARLSBAD WATER FACILITY INSPECTOR EXP. :::: ( ARRIS & ASSOCIATES I:6 lgr - 0.50-1N 2005601.527 6223329.986. 685 17271 RECORD OF SJRAEY 17271 1-800 2_SD COUNTY 0158 USIA. IN TOP OF CONCRETE 9588. BASE. 500 NORTH P.E. DIP. (j) p 227-2600 OF COAST HIGHWAY 101 INTERSECTION 9TH RAILROAD TRACKS. 14 OF EAST A 0.58-121. 2003526.07X. 3" SAN DIEGO COUNTY 8191 MONUMENT IS IN THE TOP OF A CONCRETE IRADLIE BOARD CARLSBAD WATER FACILITY N E 6228352.589. ROS 17271. 2.5" DISC STAMPED 0.SB-120 LIE 6215" 8 SIGNAL BASF 500 FEET 800Th OF COAST REVIEWED BY IWO WORKING DAYS BEFORE YOU DIG WEST 0089 OPPOSITE 3334 EUREKA ST. AT ANGLE PT IN 0.168 AT 800Th END OF PARALLEL PARKING SPACES. NORWAY 101 INTERSECTION VISA RAILROAD TRACKS. 14 FEET EAST OF TRASICS. IN THE SAID BEARING 8080. N 8Y2131" w 8*0< OP CARLSBAD 8*101 FACILITY INSPECTOR DATE M, tnz 400 PEP~RES 10 —17 ___ ___ __ ji I!! MEN.1 MEN ME • ai a memo= EMNE • maui u__u .aa NENEEM uau • MEOMMENNUMENMENNE ON mmmmmmmmmmmm=mm OEM m mMmMM rams ME ENMEMNMMMMMMMM • MEN .• () REMOVE EXISTING 189 ClAP STORM DRAIN. 1 . j 2 TO THE CITY OF () CONSTRUCT BRICK & MORTAR 8 3 1I S < CARAS8ADf - LI) 0 CONSTRUCT 18"0 RCP STORM DRAIN PER CRY OF CARLSBAD SID. DWG. S-5. ; fl 3/4 GAS . - - - - 3 iX / REC._________CNJ oo CONSTRUCT STORM DRAIN CLEAJ'TOIJT TYPE A PER SDRSD D-9 I I g I 6 CONSTRUCT STORM DRAIN CATCH BASIN TYPE G PER SDRSD D-8 I II; ( ---------- - - STORM DRAIN — DATA TABEE LINE LENGTH RADIUS BEARING/DELTA TYPE 22.72 86.99 6=195750" 18" 2700—D 10.00 - S03"3517"E 9530 018150 RIP _2791-0 ( 47.70 - S87-25'08'W IN536 D.LJPT50 RIP_2791-0 24.72 - 8622240"E N"536• D.IJPT1CI RIP 2700-0 35.09 - 578"2008'N N"520" 018150 RIP 2000-0 34.55 - N7IT5107"W 01850 RIP 1091-8 (3 REMOVE EXISTING STORM DRAIN STRUCTURE. CONSTRUCT CURB INLET TYPE C PER SDRSD 0-3 5 5 27 ABANDON EXISTING 18" ClAP AND SLURRY FILL WITH SAND SLURRY. .. CONSTRUCT CONCRETE LUG PER SDRSD 0-63 -- - 0 RECONSTRUCT AC PALING PER CITY OF CARLSBAD STD DWG GS-25 < pC 4-09 04 0 REMOVE AND REPLACE SIDEWALK TO NEAREST JOINT PER SDRSD 0-7 \ R 15 @ CONSTRUCT LOCAL DEPRESSION PER CITY OF CARLSBAD OS—i -- - " .37 .; C IB (j) CONSTRUCT 19" X 30" ELLIPTICAL RCP STORM DRAIN PER CITY OF CARLSBAD CURB R STA. RN. @ STO. DWG. . CONSTRUCT CONCRETE CROSS GLITTER PER SDRSD 0-12 (EC) CURB () CONSTRUCT CURB RAMP TYPE A PER SDRSD 0-27 28 IA-I () CONSTRUCT STORM DRAIN CURB INLET TYPE B PER SDRSD D-2 L=24 I' RELOCATE ELECTRICAL PULLBOX 21 VlA A () REMOVE AND REPLACE CURB AND GUTTER PER SDRSD 0-2. . 7. -. C..\ 1 13 TH ,OWNERS NAME: t999 TRUST SITE Dim CL x WI b. 0- IT I I + CI II d @) \.II . 1JI(3) [MI)LIflL73 .100W 1 ARLSBAD BLVD. (IaI 1 10 24 ~2O CAUTION: REtURN 20 I I I 3/4" GAS LINE IN . * 30 BC) ! TRENCH. VERIFY It CAUTION: LOCATION AND DEPTH 4" HIGH PRESSURE AND RELOCATE AS GAS LINE IN TRENCH. NECESSARY 29, 22 VERIFY LOCATION AND DEPTH AND ii PRO CT IN P ACE. 23 41 GRAPHIC SCALE so .11 .0 : r \ II (I I) (Dl FEET LA II WV SHEET II CITY OF CARLSBAD H II \\ I 2 II ENGINEERING DEPARMENT II SHEETS I 7 CARLSBAD\ \\ BOULEVARD CARLSBAD BOULEVARD STORM DRAIN REPLACEMENT: Underground Service Alert Basis of Beañngs: BENCH MARK: 'AS BUILT' NAD 8.3 (1991.35 EPOCH) 0.58-129 Call: TOLL FREE rc 1os DIjowy is tx uNEBETWEEN. DA m 9 ELEV.: 20.0401 PREPARED BY: I .1 'VI I - - - - PLAN AND PROFILE STA: 2+50.00 - STA: 4+65.28 HARRIS & ASSOCIATES _________________________________________________ AROTESS _____________________________ 750 B 51901, Sollo 1800 APPROVED WIWAM E. PLUMMER (LI 236—1778• TAX (619) 3611j_ 0 TY CITY ENGINEER REX 28176 . 03/31/10 DATE Son DIego, CA 92101 NO. 819 Ll v, 1 1414 I1: t-- )IU!±L REVISION DE DATE INTTIAL DA SCRIPTION _ FIELD BY: DAN BY: RV II PROJECT NO. II DRAWING NO. I OF CII. CHAD BY: BS 3624 II 461-2 I BERT C. _____ OP I oIlIER APPROVAL. CITY APPROVAL 15 EASEMENT REC. 7/7/19.31 \.,) \ \ APN: 203-051-04 T GAS TRANSMISSION ER 1339 MAIN, STAND13Y III K'\ 12HHPREcciiRE ED REQUIR SITE ADDRESS: 2550 CARLSBAD -- NIT T\ \ 11 BLVD. PUBLIC UTUTIES EAS \ 8 EMEDERICATED I \\ TO THE CITY F REMOVE SHED CARLSBAD DOC. PER I\ \ () .\ . REMOVE EXISTING STORM DRAIN STRUCTURE .- REC. \ \ . REMOVE EXISTING WOOD FENCE AND GATE AND RECONSTRUCT TO MATCH IN KIND. 0 - 20 ' I '- EXISTING TREES TO BE PROTECTED IN PLACE. 24 - - - 2 8 18 21 A2I \ BUSHES NEED TO BE REMOVED. REPLACE WITH NEW 5 GALLON PLANTS OF SAME SPECIES. REMOVE AND REPLACE EXISTING LANDSCAPING AND IRRIGATION IN KIND. 61 m 8 p I CONTRACTOR SHALL PROVIDE SHORING SYSTEM TO RETAIN EXISTING STRUCTURES. 10' RECONSTRUCT AC PAVING PER COY OF CARLSBAD STD DWG GS-25 - I , •ksN•7L_ () REMOVE AND REPLACE SIDEWALK TO NEAREST JOINT PER SDRSD G-7. ®PROTECT IN PLACE. CONSTRUC11ON NOTES EXIS11NG4 WIDE SDG&E' () REMOVE EXISTING I80 CMP STORM DRAIN. CONSTRUCT MODIFIED WING AND U TYPE HEADWALL PER SDRSD 0-34. LENGTH PER PLAN. 6 CONSTRUCT RIP RAP ENERGY DISSIPATOR PER SDRSD 0-40, FACING CLASS 1.4 THICK OVER 12 D.G. CONSTRUCT —RM 'RAIN CATCH —IN 0 I STORM DRAIN DATA TABLE I I LENGTH I RADIUS I BEARING/DELTA TYPE Io•I3o• AS I I I - I N7951'07W aW,yo.J I I I I 63.24 I - I N86483814 RCP BJPTICMJ TRUST I I 40.63 I - I $46'53'39"y I 2A8 FIC121 I I I 4.00 - 503'06'21E 24 2000-0 I__ -- —----— nu.u.uu MaIu IIIrnmuIlmIIsImIIInuu FEE _____________ IIIl ____ ava.uu. U. a u U.ZII RIC \ RAIIJR \WALL CONSTRUCT 19 X 30 ELLIPTICAL RCP STORM DRAIN PER CITY OF CARLSBAD STD. (56G. 5-5. 0Li 2+00 i+b () CONSTRUCT 24 X 48 RCB ( .GIHEADWALL ) CONSTRUCT 240 RCP STORM DRAIN PER CITY OF CARLSBAD STD. DWG. 5-5. REMOVE EXISTING RAILROAD TIE WALL GRADE SLOPE AS SHOWN. ui 0 INSTALL FIBER ROLL AT BOTTOM OF SLOPE. * GRAPHIC SCALE 'HOUSE EROSION CONTROL: I CRANED SLOPE SNAIL BE I () REMOVE SEDIMENT DEPOSITS FROM EXISTING CHANNEL I CONSTRUCT STORM DRAIN CLEANOUT TYPE A-5 PER SDRSD D-9 (MODIFIED). HYDROGIEDED AND COIAIRED WIN BIODEGRADABLE COCONUT FIBER I '-' T-8 CONSTANT WALL THICKNESS. REINFORCING #4 BARS G 6 INTERVALS. 31 (125BN) AND I - . o BIODEGRADABLE STAKES BY NORDI I REMODEL SEWER CLEANOUT PER AMERICAN PUBLIC WORKS ASSOCIATION STANDARD (APWA) PLAN NO. 223-1 HOUSE CONNECTION REMODELJNG. pv O\ \\ AMERICAN GREEN ER EQUAL I 23 \PHEET CITY OF CARLSBAD irn (DI FED?) IiNAAiO It. Underground Service Alert Basis of Bearings: - BENCH MARK: "AS BUILT' HAD 83 (1991.35 EPOCH) O.SB-I29 QEV 20.040- 0-%-129. N 2005601.527. E 6223329.060. ROS 17271 RECORD ST SJRWY 17271 Call: TOLL FREE FIN 1165 DJRWY IS THE LUlL BETWEEN: DATMI: NOW 29 1-800 rGOCLNJNTFEGD( 1IIN.DITINSTC01IINEILUINALBASL. 500'IlINTH P.E. ___. EXP. ______ DATE 6220352.309. RGO 17271. 23 DISC STAMPED 038-I20 L.S.6215 UI SINAI. BAR. 500 FELT NORTH ST COAST 227-2600 IRAQEL BEHIND CARI..GOAD WATER FACILITY & 0.38-121. N 2003526.075. E IJ014UMD1T It IN ThE TIN ST A CGI400EiE REVIEWED BY: REST CORN OPPOSITE 3324 EUREKA ST. AT ARQ.L PT IN CURB AT NORTH HIGHWAY 101 INTERSECTION 9420 RAILROAD ______________ TWO WORKING BATS BEFORE YOU 010 040 ST PARAU.EI. PAURIING STAINS. RAINS. 14 FEET EAST ST IRAQIS. IN THE SAID REARING BEING-. N 852131 N GAOl ST CARLSBAD WATER FACILITY INSPECTOR DATE ENGINEERING DEPARMENT II SHEETS I NCTD REQUIREMENTS: RAILROAD PERMIT REQUIRED I7iO11 NCID PRIOR To KIRK Ill GIl/N RAILROAD R/W CONIIAIIJAL FLAGGING 6FLL BE REQUIRED. NCTD NOTE.- 24 HR RAILROAD EMEROEJLCY NO. -'7..-. (760) 966-6700 - LOCA11ON OF DISSIPATOR , \,-.>-STRUCnJRE TO BE FiNAL s\' )'I&,fllE FiELD WITH NCTO OF COAST HIGHWAY 101 INTERSECTION 94Th RAILROAD IRADEL 14 EAST OF r SAN DIEGO COUNTY 19011 _________________ ___ MS. PLAN CARLSBAD BOULEVARD STORM DRAIN REPLACEMENTi 1 PLAN AND PROFILE I SF _________________________ PREPARED STA: 0+79.21 - STA: 2+50.00 HARRIS & ASSOCIATES _ APPROVED WILLIAM E. PLUMMER - So Di o,CAN2IOI 6177 •F (619)2381 9 SLft)(ERUN JR. 7566 Street, Suite 000 AlE DEPUTY DIN IN0O OIL 20176 OW. 03/31/I0 DAlE 1 0904 BY: RV II PROJECT NO. II DRAWING NO. I BCE NIN F'IGHI ST REVISION DESCRIPTION ICHKDBY: BS 1 3624 461-2 I FiELD BY: I NI 062-03-IR05