HomeMy WebLinkAbout6607; Alder Avenue CMP Replacement Hydrology; Alder Avenue CMP Replacement Hydrology; 2009-07-01CMP REPLACEMENT PROJECT
ALDER AVENUE
Project No: 6607
CITY OF CARLSBAD
FINAL SUBMITTAL
HYDROLOGY
ANALYSIS
Prepared by:
Harris & Associates
750 B Street, Suite 1800
San Diego, CA92101
(619)236-1778
CMP REPLACEMENT PROJECT
ALDER AVENUE
Project No: 6607
HYDROLOGY ANALYSIS
Prepared under the supervision of:
Robert Sutherlin Jr.
Project Manager
R.C.E 38819
JULY 2009
Table of Contents
A. Purpose
B. Existing Drainage Facilities
C. Hydrology
D. Proposed Improvements
Appendices
o 100-year Hydrology Calculation
o 100-year Hydraulic Calculations
o Miscellaneous Support Backup
""" Enclosure
o Hydrology Map
A.Purpose
The purpose of the Corrugated Metal Pipe (CMP) Replacement project (Project No. 6607) is to repair and
replace existing corrugated metal pipe storm drain systems at various locations throughout the city. All
CMPs, RCPs and ACPs identified for this project are in various stages of failure. This hydrology report
focuses on repair of the Alder Avenue storm drain system, although hydrology calculation and the map
include Holly Brae Lane. The location of the existing system is shown on the map below.
The blue line indicates that portion of storm drain that will be re-lined. The existing pipe varies from 12"
ACP at the Alder cul-de-sac to 18" ACP at the outlet alongside El Camino Real. The existing system has
numerous joints that are slightly displaced and some of the pipe shows internal longitudinal cracking.
Although the capacity of the pipe will be reduced, the pipe is steep enough that the small amount of
runoff can still be handled adequately. Re-lining the pipe will extend the usable service life of this storm
drain.
Currently, runoff flows from just west of the Holly Brae intersection eastward into the cul-de-sac. The
roadway into the cul-de-sac is relatively flat and runoff will sheet flow to the end. This presents a
problem in collection of runoff since the flow is spread evenly across the entire roadway.
This hydrology report provides the flows and hydraulics for the proposed collection system. The existing
inlet at the cul-de-sac on Alder Avenue is simply a 12" hole at grade with asphalt concrete built up to
direct flow into the hole. This inlet will be replaced with a Type-B inlet that is sized to collect the entire
100-year runoff. Because of the geometry of the cul-de-sac and the driveways around the circle, a Type-
C inlet and several small grated inlets will also be added to the system to capture the flow that typically
sheets into the residences at the end of the cul-de-sac.
Proposed Lining of
Existing Storm Drain
Figure 1- Vicinity Map
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 in the map pocket)
Drainage is mainly from west to east into the cul-de-sac. A large residence on the north side of Alder and
across from Holly Brae concentrates flow from the driveway. Flow from here tends to spread into the
street and not flow along the curb line. As water along the existing northern curbline gets to the east end
of the cul-de-sac, the depth exceeds the minimal crest at several driveways and flows into the driveways
of several residences.
Water that does make the end of the cul-de-sac is collected in the 12-inch pipe opening at the end of the
street. This inlet is undersized to handle the water flowing down Alder into the cul-de-sac.
C. Hydrology
With a basin watershed of approximately 2.3 acres, runoff flows mainly from the west toward the small
inlet at the east end of the cul-de-sac. Type "D" soil and medium density residential development was
used to estimate runoff conditions. The 100-year flow rate in the pipe is 6.5 cubic feet per second (CFS)
at node 32 with 6.0 cfs reaching the 12-inch pipe inlet (node 30).
D. Proposed Improvements
In addition to lining the existing pipe, we propose to add three new inlets and reconstruct the existing
inlet. The first inlet of the system is at the driveway outlet on the north side of the roadway. Flow exiting
the driveway will be directed into a Type-C catch basin. Along with modifying the existing AC swale
along this side of the street, curb and gutter will be constructed to match existing improvements.
Two grate inlets will also be constructed at the entrance to the driveways at the end of the cul-de-sac.
Because of grade constraints to drive from the street up the existing driveways and onto the properties, we
propose to construct grate inlets that will intercept water reaching these points that was not collected in
the Type-C inlet mentioned above. These inlets will connect to the existing inlet, which is also being
rebuilt.
The existing 12-inch pipe inlet will be reconstructed into a Type-B inlet that has capacity to collect almost
the entire runoff from the area. Working along with the Type-C and the two grate inlets, these inlets
adequately intercept flow in this cul-de-sac.
The Water Surface Pressure Gradient (WSPG) program is used to determine the hydraulic grade elevation
in the proposed pipeline. Using upstream control, the computations show that the pipe sizes shown are
sufficient. The WSPG run and the proposed storm drain plan are included in this report.
The inlet computation for the Type-B inlet is included in this report.
APPENDICES
100-year Hydrology Calculation
Hydraulic Calculations
Miscellaneous Support Backup
Inlet Calculations, Hydrology Map and Improvement Plan Set
2
alderbraeb.out
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1991-2005 Version 7.5
Rational method hydrology program based onSan Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 07/01/09
Corrugated Metal Pipe ProjectAlder and Holly Brae 100-year storm event"Alderbraeb" 7/1/2009 by Bob Sutherlin
********* Hydrology Study Control information **********
m Program License Serial Number 6032
at ________________________________________________________________________
Rational hydrology study storm event year is 100.0
»• English (in-lb) input data Units used
"• Map data precipitation entered:
6 hour, precipitation (inches) = 2.700
*• 24 hour precipitation(inches) = 4.700
P6/P24 = 57.4%
*• San Diego hydrology manual 'C1 values used
«R ALDER HYDROLOGY CALC
Process from Point/Station 10.000 to Point/Station 15.000
^ **** INITIAL AREA EVALUATION ****
<i Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
m Decimal fraction soil group C = 0.000
I Decimal fraction soil group D = 1.000
m [MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
__ Impervious value, Ai = 0.400
| Sub-Area C value = 0.570
• initial subarea total flow distance = 100.000(Ft.)
Highest elevation = 324.100(Ft.)
Lowest elevation = 322. 000 (Ft.)
™ Elevation difference = 2. 100 (Ft.) Slope = 2.100 %
|| INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
_ for the top area slope value of 2.10 %, in a development type of
1 7.3 DU/A or Less
H In Accordance With Figure 3-3
initial Area Time of Concentration = 6.66 minutes
TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]m TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2 .10QA(l/3)]= 6.66
i| The initial area total distance of 100.00 (Ft.) entered leaves a
remaining distance of 20.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.35 minutes
" for a distance of 20.00 (Ft.) and a slope of 2.10 %
H with an elevation difference of 0.42 (Ft.) from the end of the top area
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
page 1
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0.347 Minutes
Tt=[(11.9*0.0038A3)/( 0.42)]A.385= 0.35
Total initial area Ti = 6.66 minutes from Figure 3-3 formula plus
0.35 minutes from the Figure 3-4 formula = 7.01 minutes
Rainfall intensity (I) = 5.721(in/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.261(CFS)
Total initial stream area = 0.080(Ac.)
ii
Process from Point/Station 15.000 to Point/Station 20.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 322.000(Ft.)
End of street segment elevation = 312.000(Ft.)
Length of street segment = 240.000(Ft.)Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 10.000(Ft.)
Distance from crown to crossfall grade break = 5.000(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 [2] side(s) of the street
Distance from curb to property line = 1.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 1.000(Ft.)
Gutter hike from flowline = 1.000(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 = 1.373(CFS)
Depth of flow = 0.156(Ft.), Average velocity = 2.793(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.626(Ft.)
Flow velocity = 2.79(Ft/s)
Travel time = 1.43 min. TC = 8.44 min.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C value = 0.570
Rainfall intensity = 5.074(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.519
Subarea runoff = 2.371(CFS) for 0.830(Ac.)
Total runoff = 2.632(CFS) Total area = 0.910(Ac.)
Street flow at end of street = 2.632(CFS)
Half street flow at end of street = 1.316(CFS)
Depth of flow = 0.186(Ft.), Average velocity = 3.246(Ft/s)
Flow width (from curb towards crown)= 6.113(Ft.)
(2.6 cfs at Node 20 inlet)
Process from Point/Station 20.000 to Point/Station
**** PIPEFLOW TRAVEL TIME (user specified size) ****
Page 2
30.000
alderbraeb.out
Upstream point/station elevation = 312.000(Ft.)
Downstream point/station elevation = 299.700(Ft.)
Pipe length = 120.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.632(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.632(CFS)
Normal flow depth in pipe = 3.92(in.)
Flow top width inside pipe = 11.26(in.)
Critical Depth = 8.34(in.)
Pipe flow velocity = 11.80(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 8.61 min.
Process from Point/Station 30.000 to Point/Station 30.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
in Main Stream number: 1
Stream flow area = 0.910(AC.)
Runoff from this stream = 2.632(CFS)
Time of concentration = 8.61 min.
Rainfall intensity = 5.010(ln/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 25.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570initial subarea total flow distance = 0.100(Ft.)
Highest elevation = 330.000(Ft.)
Lowest elevation = 312.000(Ft.)
Elevation difference = 18.000(Ft.) Slope = 18000.000 %
Top of initial Area Slope adjusted by User to 2.000 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 2.00 %, in a development type of
7.3 DU/A or Lessin Accordance With Figure 3-3
initial Area Time of Concentration = 6.77 minutes
TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.5700)*( 80.000A.5)/( 2.00QA(l/3)]= 6.77Rainfall intensity (I) = 5.849(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = Z.OOO(CFS)
Total initial stream area = 0.600(Ac.)
process from Point/Station 20.000 to Point/Station 30.000
I **** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
II Top of street segment elevation = 312.000(Ft.)
Page 3
«
n
m
2.934(CFS)
6.724(Ft/s)
alderbraeb.out
End of street segment elevation = 299.700(Ft.)
Length of street segment = 120.000(Ft.)
Height of curb above gutter flowline = 6.0(in.)
Width of half street (curb to crown) = 20.000(Ft.)
Distance from crown to crossfall grade break = 10.000(Ft.)
Slope from gutter to grade break (v/hz) = 1.000
Slope from grade breaK to crown (v/hz) = 1.000
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 2.000
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street =
Depth of flow = 0.192(Ft.), Average velocity =
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.026(Ft.)
Flow velocity = 6.72(Ft/s)
Travel time = 0.30 min. TC = 7.07 min.Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(10.9 DU/A or Less )
impervious value, Ai = 0.450
Sub-Area C Value = 0.600
Rainfall intensity = 5.689(ln/Hr) for a
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.584 CA = 0.678
Subarea runoff = 1.857(CFS) for 0.560(Ac.)
Total runoff = 3.857(CFS) Total area = 1.160(Ac.)
Street flow at end of street = 3.857(CFS)
Half street flow at end of street = 1.929(CFS)
Depth of flow = 0.212(Ft.), Average velocity = 7.437(Ft/s)
Flow width (from curb towards crown)= 2.046(Ft.)
100.0 year storm
( 3.9 cfs into the Node 30)
1i
3
4
H
Process from Point/Station 30.000 to Point/Station 30.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
in Main Stream number: 2
Stream flow area = 1.160(Ac,)
Runoff from this stream = 3.857(CFS)
Time of concentration = 7.07 min.
Rainfall intensity = 5.689(in/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
1 2.632
2 3.857
Qmax(l) =
8.61
7.07
Rainfall intensity
(in/Hr)
5.010
5.689
Page 4
1i
Qmax(2) =
1.000 *0.881 *
1.000 *
1.000 *
alderbraeb.out
1.000 * 2.632) +
1.000 * 3.857) +
0.821 *
1.000 *
2.632) +
3.857) +
6.028
6.018
Total of 2 main streams to confluence:
Flow rates before confluence point:2.632 3.857
Maximum flow rates at confluence using above data:
6.028 6.018Area of streams before confluence:
0.910 1.160
Results of confluence:
T9tal flow rate = 6.028(CFS)
Time of concentration = 8.612 min.
Effective stream area after confluence =2.070(Ac.)
( 6.0 in pipe @ Node 30)
Process from Point/Station 30.000 to Point/Station 32.000
**** PIPEFLOW TRAVEL TIME (user specified size) ****
Upstream point/station elevation = 299.700(Ft.)
Downstream point/station elevation = 290.000(Ft.)
Pipe length = 65.00(Ft.) Manning's N = 0.013
NO. of pipes = 1 Required pipe flow = 6.028(CFS)
Given pipe size = 12.00(ln.)
Calculated individual pipe flow = 6.028(CFS)
Normal flow depth in pipe = 5.55(in.)
Flow top width inside pipe = 11.97(ln.)
Critical depth could not be calculated.
Pipe flow velocity = 16.94(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 8.68 min.
i
1i
m
m
m
m
Process from Point/Station
**** SUBAREA FLOW ADDITION ****
30.000 to Point/Station 32.000
Decimal fraction soil group A = 0.000Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Time of concentration = 8.68 min.
Rainfall intensity = 4.986(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.577 CA = 1.299
Subarea runoff = 0.449(CFS) for 0.180(Ac.)
Total runoff = 6.478(CFS) Total area = 2.250(Ac.)
Page 5
alderbraeb.out
(0.5 cfs into Type F @ NODE 32)
(6.5 cfs in Alder pipe)
HOLLY BRAE HYDROLOGY
I
m
m
process from Point/Station 50.000 to Point/Station 55.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
impervious value, Ai = 0.400
Sub-Area C Value = 0.570
initial subarea total flow distance
Highest elevation = 330.000(Ft.)
Lowest elevation = 326.000(Ft.)
Elevation difference = 4.000(Ft.) Slope =
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 95.00 (Ft)
for the top area slope value of
7.3 DU/A or Less
in Accordance With Figure 3-3
initial Area Time of Concentration = 6.05 minutes
TC = [1.8*(l.l-C)*distance(Ft.)A.5)/(% slopeA(l/3)]
TC = [1.8*(1.1-0.5700)*( 95.000A.5)/( 3.636A(l/3)]=
The initial area total distance of 110.00 (Ft.) entered leaves a
remaining distance of 15.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 0.23 minutes
for a distance of 15.00 (Ft.) and a slope of 3.64 %
with an elevation difference of 0.55(Ft.) from the end of the top area
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
0.225 Minutes
Tt=[(11.9*0.0028A3)/( 0.55)]A.385= 0.23
Total initial area Ti = 6.05 minutes from Figure 3-3 formula plus
0.23 minutes from the Figure 3-4 formula = 6.27 minutes
Rainfall intensity (I) = 6.146(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff = 0.561(CFS)
Total initial stream area = 0.160(Ac.)
= 110.000(Ft.)
3.636
3.64 %, in a development type of
6.05
process from Point/Station 55.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 326.000(Ft.)
End of street segment elevation = 300.000(Ft.)
Length of street segment = 250.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 12.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020Slope from grade breaR to crown (v/hz) = 0.020
Page 6
_™
*
alderbraeb.out
Street flow is on [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(in.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.356(CFS)
Depth of flow = 0.188(Ft.), Average velocity = 5.302(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.090(Ft.)
Flow velocity = 5.30(Ft/s)
Travel time = 0.79 min. TC = 7.06 min.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Rainfall intensity = 5.696(ln/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.701
Subarea runoff = 3.433(CFS) for 1.070(Ac.)
Total runoff = 3.993(CFS) Total area = 1.230(Ac.)
Street flow at end of street = 3.993(CFS)
Half street flow at end of street = 1.997(CFS)
Depth of flow = 0.224(Ft.), Average velocity = 5.493(Ft/s)
Flow width (from curb towards crown)= 4.866(Ft.)
Process from Point/Station 60.000 to Point/Station 70.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 300.000(Ft.)
End of street segment elevation = 287.400(Ft.)
Length of street segment = 220.000(Ft.)
Height of curb above gutter flowline = 6.0(ln.)
Width of half street (curb to crown) = 15.000(Ft.)
Distance from crown to crossfall grade break = 12.000(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 [2] side(s) of the street
Distance from curb to property line = 10.000(Ft.)
Slope from curb to property line (v/hz) = 0.025
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.179(CFS)
Depth of flow = 0.273(Ft.), Average velocity = 4.661(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.322(Ft.)
Flow velocity = 4.66(Ft/s)
Travel time = 0.79 min. TC = 7.84 min.
Adding area flow to street
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Page 7
"• alderbraeb.out
Decimal fraction soil group C = 0.000<* Decimal fraction soil group D = 1.000
[MEDIUM DENSITY RESIDENTIAL ]
«• (7.3 DU/A or Less )
Impervious value, Ai = 0.400
* Sub-Area C value = 0.570
Rainfall intensity = 5.320(ln/Hr) for a 100.0 year storm
^ Effective runoff coefficient used for total area
j (Q=KCIA) is C = 0.570 CA = 1.545
" Subarea runoff = 4.225(CFS) for 1.480(Ac.)
Total runoff = 8.218(CFS) Total area = 2.710(Ac.)
1 Street flow at end of street = 8.218(CFS)
J Half street flow at end of street = 4.109(CFS)
• Depth of flow = 0.294(Ft.), Average velocity = 4.953(Ft/s)
Flow width (from curb towards crown)= 8.384(Ft.)
*| End of computations, total study area = 4.960 (Ac.)
4
(8.2 cfs at Node 70 sump)
m
Page 8
100-year Hydraulic Calculations
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11 li li ft a ft J ft J ft J ft J ft Jl ft l i i i i ii II ii ft i ft i I i ft *
alderlOOb.wswTl CMP Replacement Project for the City of Carlsbad 0
T2 Alder Avenue 100-year
" " " """ YSW" 7/1/2009
195.360
.000 .000 0
.000 .000 0
.000 .000 0
.000 .000 0
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297.840 90.0 90.0 .000
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T3 Filename "
SO
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JX
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163
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308
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312
444
447
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561
565
592
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1 4
2 4
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.000
.500
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.000
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.880
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1
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AlderlOOb.wsw" 7/1/2009
195
204
210
223
233
244
280
280
281
297
297
297
300
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301
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.011
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3 .011 .500
.011
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3 0.013 2.900
.013
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281.
.500 297.
700
900
302.520
.417 .000 .000
.917 .000 .000
.000 .000 .000
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.000 .00
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Page 1
i I ft. i ft i • i l i i i
D FILE: alderlOOb.WSW
1
alderlOOb.OUT
W S P G W - CIVILDESIGN Version 14.06
Program Package Serial Number: 1773
WATER SURFACE PROFILE LISTINGCMP Replacement Project for the City of CarlsbadAlder Avenue 100-yearFilename " AlderlOOb.wsw" 7/1/2009
PAGE
Date: 7- 1-2009 Time:12:51:58
ft********
Station -
L/Elem
*********
100.000-
12 . 500
112 . 500-
10.500
123.000-
11.146
134.146-
8.854
143.000-
9.783
152.783
-
10.217
163.000
-
7.981
.
170.981-
22.019
193.000-
14.828
*************************************************************************
invert Depth water | Q | vel Vel Energy Super
Elev (FT) Elev | (CFS) | CFPS) Head Grd.El. Elev-
Ch Slope
: *********
1
195.360
-.6912
1
204.000
1-
.6190
210.500
-
.6250
217.466
-
.6250
223.000
.5000
227.892
-
.5000
233.000
-.3833
236.059
-
.3833
244.500-
.3171
-
44******
.265
-
.271-
.273
-
.279-
.289
.294-
.304-
.305
-
.315
-
FILE: alderlOOb.WSW
-|_ -|- _|_-
I | SF AV6 HF
1 1
195.625 6.50 31.98 15.88
-1- -1- -1-
.6142
1 1204.271 6.50 31.01 14.93
-1- -1- -1-
.5775
1 1
210.773 6.50 30.63 14.57_|_ -|- _|_
.5430
1 1
217.745 6.50 29.67 13.67
-1- -1- -1-
.4857
1 1
223.289 6.50 28.29 12.43
-1- -1- -1-
.4377
1 1
228.185 6.50 27.60 11.83
-1- -1- -1-
.3957
1 1
233.304 6.50 26.31 10.75
_|. -|- -|-
.3659
1 1
236.364 6.50 26.15 10.62
-1- -1- -1-
.3400
1 1
244.815 6.50 24.94 9.66
-1- -1- -1-
.3172
211.50-
7.68
219.20
-
6.06
225.35
~ ~
6.05
231.42-
4.30
235.72
-
4.28
240.01
-
4.04
244.06
2.92
246.99-
7.49
254.47-
4.70
-
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1 1.00 1.00 1.10 1.410--1- -1-
.26 13.12 .26 .011
1 1.00 1.00 1.11 1.410-_ 1 _ _ 1 _
.27 12.58 .27 .011
1 1 1
.00 1.00 1.11 1.410
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.27 12.37 .27 .0111 1
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III
.00 1.00 1.14 1.410
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.29 11.09 .28 .0111 1
.00 1.00 1.15 1.410--1- -1-
.29 10.72 .28 .0111 1
.00 1.00 1.16 1.410--I- _l_
.30 10.05 .30 .0111 1
.00 1.00 1.16 1.410
-1- -1- -1-
.30 9.96 .30 .0111 1
.00 1.00 1.17 1.410
-1- -1- -1-
.32 9.33 .32 .011
W S P G W - CIVILDESIGN Version 14.06
_ _
x-Fall ZR
******* *****
. 000 . 00
--
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NO wth
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1 .0
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-
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1 .0-
PIPE
1 .0-
PIPE
1 .0
PIPE
1 .0-
PIPE
1 .0-
PIPE
PAGE
Date: 7- 1-2009 Time:12:51:58
2
Program Package Serial Number: 1773
WATER SURFACE PROFILE LISTINGCMP Replacement Project for the City of CarlsbadAlder Avenue 100-yearFilename " AlderlOOb.wsw" 7/1/2009
444444*****ftft*4**********ft*ft*ft***********ft***ftft**************************ft**4*ft******************ft**************4ft******4* ********
I Invert |
Station | Elev |
vel Energy | Super (critical|Flow Top(Height/1 Base Wt|
ZL
I NO Wth
I Prs/Pip
Depth | Water | Q | Vel ... . . . . _r(FT) | Elev | (CFS) | (FPS) Head | Grd.El.l Elev | Depth | width |Dia.-FT|or I.D.
-I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I-L/Elem |Ch Slope | I | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | x-Fall| ZR I Type Ch
Page 1
hi k I II fc J ft i
alderlOOb.OUT*********
207.828
43.014
250.841-
23.697
274.539_
10.719
285.258-
6.763
292.021
4.845
296.866-
3.711
300.577-
2.962
303.539-
2.430
305.969-
2.031
********* i ********
I I249.202
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262.843
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1 1270.358
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1 1
273.758
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1277.439
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1278.616
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1279.555
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1280.326
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.319_
.330_
.342-
.353
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1
.378
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1
.391
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1.405-
D FILE: alderlOOb.WSW
3
********* i ********* |
I249.518 6.50
-1- -1
I263.163 6.50
-1-
1270.689 6.50
-1-
1274.099 6.50
-1-
1276.256 6.50
_ - 1 - -
1 1277.805 6.50
-1-
1 1278.994 6.50
-I-
1 1279.947 6.50
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1 1280.731 6.50
-1-
w s
******* |
24.94
-1
24.48
-1
23.34
-1
22.25
-1
21.21 i- 1
20.23
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19.29
-1
18.39
-1
17.53
-1
P G W -
9.66 259.17_ _
.3090 13.29
I9.30 272.46_ _
.2819 6.6818.46 279.14
-1-.2465 2.64
17.69 281.79
-1-.2155 1.46
6.99 283.24
.1885 .91
6.35 284.16_ _
.1649 .61
5.78 284.77_ _
.1443 .43
5.25 285.20_ _
.1262 .31
4.77 285.50_ _
.1105 .22
i ******* i ********
I
.00 1.001- -1-.32 9.33|
.00 1.00-1-.32 9.091
.00 1.001- -1-.33 8.52
1.00 1.00-1-.34 7.97
1.00 1.00
1 - - 1 - -
.35 7.47
1
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1- -1-.37 6.99
1 1.00 1.001- -1-.38 6.54
1.00 1.001- -1-
.39 6.12
1.00 1.001- -1-.40 5.73
********
1.17
-.32
1.18_
.32
1.19_
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.32
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.32
1.26
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*******
1.410-
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1.410-
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1.410_
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1.410-
.011
1.410
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.011
1.410
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1.410
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1.410
.011
*******
|
.000-1.001.000-1.001.000-1.001.000-1.001.000
- - 1
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ft****
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-
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.00-
.00
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-
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.00-
.00
.00-
.00
CIVILDESIGN version 14.06
Program Package Serial Number: 1773
CMP Replacement Project
WATER
for the
SURFACE PROFILE LISTING
City of Carlsbad
Date : 7-1-2009
1 *******
1 .01-PIPE11 .01-PIPE11 .01-PIPE
1
1 .01-PIPE
1 1 .01 _
PIPE
1 1 .01-PIPE
1 1 .0
1-PIPE
1
1 .0
1-PIPE
1 1 .0
1-PIPE
PAGE
Time:12:51:58
Alder Avenue 100-year
Filename " AlderlOOb .wsw"7/1/2009**************************************************************************************************************************
Stati on-
L/Elem
308.000-
JUNCT STR
312 . 000-
6.526
318.526
-
Invert [
Elev |1 -
*********!**
280.970
1- -|-
.1625
1
281.620
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| 1
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-
.419
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1
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Water | Q
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-1-
*********'******************! *********
281.389 6.50
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1282.093 6.00
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282.861 6.00
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vel
(FPS)-1
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16.70
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17.55
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Vel Energy
Head Grd.El._ _ _ _
SF AV6 HF
4.33 285.72_ _
.1102 .44
4.78 286.88_ _
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1
4.78 287.65
- -
Page 2
Super (Critical
Elev | Depth_ - 1 - -SE Dpth|Froude N
1.00 1.00
-1-.42 5.35
1
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59.639 .1177
1
378.165 289.404
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22.780 .1177
1400.945 292.084
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1 1
413.057 293.509
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8.024 .1177
1 1
421.080 294.453
-1-
5.859 .1177
1 1
426.940 295.143
-1- -1-4.513 .1177
1
431.452 295.674
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D FILE: alderlOOb.WSW
4
.487
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.547-
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.594-
CMP
289.891-
292.590-
294.036
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Program
6.00_
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16.94
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3.35
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294.34
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297.72
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298.75
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1 1
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1 I
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1 1
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CIVILDESIGN Version 14.06
PIPE11 .01-
PIPE11 .01-PIPE1
1 .01-
PIPE11 .01-
PIPE11 .01-
PIPE1
1 .01-
PIPE
PAGE
Package Serial Number: 1773
Replacement Project
Alder Avenue 100-year
WATER
for the
SURFACE PROFILE LISTING Date: 7-1-2009 Time:12:51:58
City of Carlsbad
Filename " AlderlOOb.wsw" 7/1/2009
**************************************************************************************************************************
invert 1 Depth Water Q vel vel Energy Super [Critical 1 Flow Top (Height/ 1 Base Wt|
Station Elev | (FT) Elev (CFS) (FPS) Head Grd.El. Elev | Depth 1 Width |Dia.-FT|or I.D. ZL1-
1
435.046 296.097
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2.920 .1177
1437.966 296.440
-1- -1-2.403 .1177
1
440.369 296.723
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1 1
442.358 296.957-|_ -|_
1.642 .1177
1
444.000 297.150
-1-.388 .1200
1 1444.388 297.197
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-
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1.647-
1
.677
-1
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.746
-1
.758
-1
- -
296.716
-1
297.087
-1
1
297.400-
297.666-
297.896
-1
297.954
-
- -
6.00-
6.00-
6.00_
1
6.00-
6.00-
6.00
-
-1
12.72
-1
12.13
-1
11.57
-1
11.03
-1
9.55
-1
9.40
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_ _ _
SF Ave
******* *:
2.51_ _
.0488
2.29
-1-.0436
2.08_ _
.0391
1
1.89_ _
.0353
1.42_ _
.0339
1.37_ _
Page
HF
it******
299.23
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299.37
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299.48
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299.55
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299.31
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299.33
3
_ _ _ 1 _ _-SE Dpth|Froude NiNorm Dp j "N"
* ******* j ********
1
.00 .89
-1- -1-
.62 3.01
1
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-1- -1-.65 2.76
1 1
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-1-
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1
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1
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1 1
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1 1
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1 1
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1 I
.75 .910
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1 I
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445.375
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297.315_ _
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297.408
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297.477
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.837_
.887_
298.110_
298.246_
298.364_
D FILE: alderlOOb.wsw5
CMP
Program
16.00
-1
I
6.00
-1
1
6.00
-1
W S
alderlOOb.OUT
.0317 .03
8.96 1.25 299.36-|- -|-
.0287 .02
8.54 1.13 299.38
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1
8.15 1.03 299.39
-1-
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1- -1.80
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1- -1.84
1 I.00
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1.92
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1.33
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1 1.0001-.013
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P G W - CIVILDESIGN Version 14.06
.00 PIPE1.00 1 .01-
.00 PIPE1.00 1 .01-.00 PIPE1.00 1 .01-.00 PIPE
PAGE
Package Serial Number: 1773
Replacement Project
Alder Avenue
Station-
Invert
Elev _ _
Depth
(FT)
-
Filename "
Water
Elev-
L/Elem |ch Slope*********
447.000-
3UNCT STR
451.000-
81.549
532.549
-2.062
534.611-
HYDRAULIC
534.611-
8.805
543.416-
7.644
551.060
-
5.914
556.974
-4.906
561.880
-1
********* ********
297.510_ _
.0825
297.840
.0200
299.473
- -
.0200
299.514_ _
JUMP
299.514_ _
.0200
299.690_ _
.0200
299.843_ _
.0200
299.962_ _
.0200
300.060
- -
.955-
2.198 -
1.000-
.907-
.469-
.469-
.453
-1
1
.436-
1
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-
*********
298.465-
300.038-
300.473-
300.421-
299.983
-1
300.160
-1
300.296
-1
1
300.398-
300.481-
100-year
AlderlOOb
Q 1CCFS) |-1
********* 1
1
6.00
-1
1
2.60
-1
12.60
-1
1
2.60
-1
12.60
-1
1
2.60
-1
12.60 I_ |
1
2.60
-1
1
2.60
-1
WATER SURFACE PROFILE LISTING
for the City of Carlsbad
.wsw" 7/1/2009
Vel Vel Energy
(FPS) Head Grd.El._ | _ _ _
SF Ave HF******* i ******* *********
7.76 .94 299.40
-1- -1-.0150 .06
3.31 .17 300.21
-1- -1-
.0053 .43
3.31 .17 300.64_ | _ _ _
.0049 .01
1
3.47 .19 300.61
-1-
1
7.18 .80 300.78
-1-.0265 .23
7.18 .80 300.96_ | _ _ _
.0283 .22
7.53 .88 301.18
-1-.0322 .19
7.90 .97 301.37
-1- -1-.0366 .18
8.28 1.07 301.55
-1- -1-
Page 4
I Super [Critical| Elev | Depth1 - - i
ISE Dpth|
!
*******
1
.001- -1.96
1 1.001- -12.20
1 1.001- -11.001 1
.001- -1
1 1.001- -1.47
1 1.001- -1.47
1 I.001- -1.45
1 I
.00
1- -1.44
1 1
.00
1- -1
-
Date: 7-1-2009 Time:12:51:58
iFlow Top | Height/ lease Wt| |No Wth1 width |Dia.-FT|or i.D.j ZL |Prs/Pip
1-
Froude N|Norm Dp********
.96-
1.00
.69-
.00
.69-
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.69-
.69-
2.10
.69-
2.10
.69-
2.25
.69-
2.42
.69-
i ********
|
.41
1-
1 .00
1-.51
1 .001-.51
1 .58
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1 1.00
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1
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1 1.0001-.013
1
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1 1.0001-.013
1
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1
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1
1.0001-.013
I
1.0001-
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I
1.0001-
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1
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1
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1.00 1 .01-.00 PIPE
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1.00 1 .01-.00 PIPE
1
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K I ft • ft I ft I ft\ J ft J I J k J * ..A * I II II II fc ..J i 1
alderlOOb.OUT
JUNCT STR .0275Q FILE: alderlOOb.wsw
6
CMP
Program
W S P G W -
.0405 .16 .42 2.59CIVILDESIGN Version 14.06
Package Serial Number: 1773
WATER SURFACE PROFILE LISTING
Replacement Project
Alder Avenue
Filename "
100-year
for the
AlderlOOb.wsw"
City of Carlsbad
7/1/2009
.013 .00 .00 PIPE
PAGE
Date: 7-1-2009 Time:12:51:58
************************************************************************************************************************** ********
Station_
L/Elem*********
565.880-
3.951
569.831
~6.587
576.418_
4.284
580.702
-3.055
583.757
-2.294
586.051
1.766
587.817
1.379
589.196_
1.083
590.279_
.839
Invert
Elev_ _
Ch Slope*********
300.170
-.0501
300.368
-
.0501
300.698
-.0501
300.913
-
.0501
301.066
-.0501
301.181
-
.0501
301.270
-
.0501
301.339
-1.0501
1301.393
-1.0501
Depth
(FT)
********
.412
-
.418
-
.433
-
.449
-
.466
-
.484
-
.502
-
.521
-
.542
-
waterElev_ _
*********
300.582
300.786_
301.132
301.362-
301.532
301.665_
301.772_
301.860
-1
301.935_
D FILE: alderlOOb.wsw
Q(CFS)
- -
ft********
2.60_
2.60_
2.60_
2.60
-
2.60_
2.60_
2.60_
2.60_
2.60
-
W S
Vel(FPS)
-1
******* j
8.51
-1
8.36
-1
7.97
-1
7.60
-1
7.24
-1
6.91
-1
6.58
-1
6.28
-1
5.99
-1
P G W -
vel Energy super (criticalHead Grd.El. Elev | Depth_ __ __ - 1 - -
I Flow TopI Width1-SF Ave HF SE Dpth|Froude N|Norm Dp******* ********* ******* ********
1.13 301.71 .00 .69__ __ _ | _
.0410 .16 .41 2.69
1 1 1
1.08 301.87 .00 .69
-1- -1- -1-.0375 .25 .42 2.62
1 1 1.99 302.12 .00 .69__ __ _ i _
.0329 .14 .43 2.45
1 1 1.90 302.26 .00 .69
-1- -1- -1-.0290 .09 .45 2.28
1 1.81 302.35 .00 .69__ __ _ | _
.0255 .06 .47 2.13
1 1.74 302.41 .00 .69
-1- -1-.0224 .04 .48 1.98
1 1 1.67 302.45 .00 .69_|_ _|. _|_
.0197 .03 .50 1.85
1 1.61 302.47 .00 .69
-1-.0174 .02 .52 1.72
1
.56 302.49 .00 .69__ _|_ _ | _
.0154 .01 .54 1.60
CIVILDESIGN version 14.06
1 ********
.98
1-.39i1
.99
1-
.39
1 .99
1-.39
1
.99
1-.39
1 1.00
1-.39
1
1.00
1-
.39
1 1.00
1-.39
1
1.00
1-.39
1
1.00
1-.39
Height/lBase Wt|
Dia.-FT|or I.D.
- - 1
"N" |
******* jj
1.000-1.013 i
1.000-1.013
11.000 -1.013
1
1.000 -1.013
11.000-1.013
1
1.000 -1.013
11.000 -1.013
1
1.000-1.013
11.000-1.013
- -X-Fall
*******
.000-
.00
.000
-
.00
.000-
.00
.000
-
.00
.000-
.00
.000-
.00
.000-
.00
.000
-
.00
.000_
.00
ZL- -
ZR*****
.00-
.00
.00
-
.00
.00-
.00
.00
-
.00
.00-
.00
.00-
.00
.00-
.00
.00-.00
.00
"".00
No Wth
Prs/Pip
Type Ch*******
1 .0-
PIPE
1 .0-
PIPE
1 .0-
PIPE
1 .0-
PIPE
1 .0-
PIPE
1 .0-
PIPE
1 .0-
PIPE
1 .0
-
PIPE
1 .0-
PIPE
PAGE
Date: 7- 1-2009 Time:12:51:58
7 Program Package Serial Number: 1773
WATER SURFACE PROFILE LISTING
CMP Replacement Project for the City of Carlsbad
Alder Avenue 100-year
Filename " AlderlOOb.wsw" 7/1/2009
************************************************************************************************************************** ********
Stati on
Invert I Depth | Water | Q | vel
Elev I (FT) I Elev I (CFS) | (FPS)
-I- -I- -I- -I-
vel | Energy | Super [Critical|Flow Top(Height/1Base wtI |No Wth
Head Grd.El.I Elev | Depth width Dia.-FT or I.D. ZL Prs/Pip
-|- -|- -|- -I- -I- -I- -I- -I
Page 5
m:. ..... i ft.,*fc.J fc..J 9k,M t.l II I I II it,M K-J • 1 II
alderlOOb.ourL/Elem |ch slope II | | SF Ave| HF |SE Dpth********* ********* ******** ********* ****************!**************** *******
1
591.118
-1-
.645
1
591.763
-1-.472
1592.235
-1-.324
1
592.559
-1-
.188
1592.747
-1-.063
1
592.810
-1-
1
301.435
-1-.0501
1
301.468
-1-.0501
1301.491
-1-.0501
1
301.507
-1-
.0501
1301.517
-1-.0501
1
301.520
-1-
1
.563
-1-
1
.585
-1-
1.609
-1-
1
.634
-1-
1.661
-1-
1
.691
-1-
301.
302.
302.
302.
302.
302.
1
998
-1-
1053
-1-
1100-1-
1142
-1-
1178
-1-
1
211
-1-
1
2.60
-1-
1
2.60
-1-
12.60
-1-
1
2.60
-1-
12.60
-1-
1
2.60
-1-
5.71
-1-
5.44
-1-
5.19
-1-
4.95
-1-
4.72
-1-
4.49
-1-
1
.51
-1-.0136
1
.46
-1-.0120
1.42
-1-.0106
1
.38
-1-.0094
1.35
-1-.0084
1.31
-1-
1
302.50
-1-.01
1
302.51
-1-.01
1
302.52
-1-.00
1
302.52
-1-.00
1
302.52
-1-.00
1
302.52
-1-
Froude N|Norm Dp | "N" | X-Fa11| ZR******** ******** ******* i ******* *****
1
.00 .69
-1-
.56 1.48
1
.00 .69_
-1-.59 1.38
1
.00 .69--1-.61 1.28
1 1
.00 .69
-1- -1-.63 1.18
1 1
.00 .69
-1- -1-.66 1.09
1
.00 .69--1-
.99
.39
.99
.39
.98
.39
.96
.39
.95
.39
.92
1 1
1.000-1- -1-.013
1 1
1.000-1- -1-.013
\ 11.000-1- -1-.013
1 1
1.000-1- -1-.013
1 11.000-1- -1-.013
1 1
1.000-1- -1-
1
.000-1-.001
.000-1-.00 1.000-1-.001
.000-1-.001.000-1-.001
.000-1-
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
|Type Ch*******
1 1
1-
PIPE
1
1
1-PIPE
1 1
1-PIPE
1
1
1-
PIPE
1
1
1-PIPE
1
1
1-
.0
.0
.0
.0
.0
.0
Page 6
Miscellaneous Support Backup
Inlet Calculations, Hydrology Map and Improvement Plan Set
1J
Alder Inlet @ Node 20
Worksheet for Irregular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
c:\haestad\fmw\alderinl.fm2
Alder inlet
Irregular Channel
Manning's Formula
Water Elevation
Input Data
Channel Slope 0.100000 ft/ft
Elevation range: 313.76 ft to 314.50 ft.
Station (ft)
0.00
20.00
22.00
22.10
32.00
Discharge
Elevation (ft)
314.00
313.80
313.76
314.26
314.50
2.60
Sta
cfs
0.00
20.00
End Station
20.00
32.00
Roughness
0.018
0.015
Results
Wtd. Mannings Coefficient
Water Surface Elevation
Flow Area
Wetted Perimeter
Top Width
Height
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
0.015
313.89
0.60
10.89
10.78
0.13
313.95
0.008562
4.33
0.29
314.18
3.24
ft
ft2
ft
ft
ft
ft
ft/ft
ft/s
ft
ft
06/09/09
02:57:39 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203)755-1666
Flow/Master v5.07
Page 1 of 1
1J
3 CHART 1-103,6 A
CAPACITY OF CURB OPENING INLETS
ASSUMED 2% CROWN,
Q = 0.7L (A+Y)3/2
*A = 0,33
Y = HEIGHT OF WATER AT CURB FACE (0,4' MAXIMUM)
REFER TO CHART 1-104,12
L = 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.
CITY OF $AN DIEGO - DESIGN GUIDE
CAPACITY OP CURB OPENING INLETS
SHT. NO.
Harris & Associates
Program Managers
Construction Managers
Civil Engineers
Project
Description
Proj. No..Date.
Sht. of.
. Chk'd By.
m
*
A
&K L -4 I
I
/
C '
*
II
-f
I
1
4
: L
L:
CHART I-I03.6C
SECTION"ELEVATION -ww.-v,.-,
l~"" CITY OF SAN DIEGO - DESIGN GUIDE
-| NOMOGRAM-CAPACITY ,CUR5
"" INLET AT SAG
I- .13
SHT NO
I
nu
D
I
I
I
I
D
D
I
I
0
I
I
I
I
I
I
I
CONSTRUCTION PLANS
FOR
CORRUGATED METAL PIPE REPLACEMENT PROGRAM
ALDER AVENUE, VIA LIBERTAD & MARRON ROAD
STORM DRAIN
PROJECT NO. 6607
CITY OF CARLSBAD
CARLSBAD, CALIFORNIA
HCMTYMAP
NOTTOSCAIE
LEGEND
DESCRIPTION
STREET CENTERUNE
STREET RIGHT-OF-WAY
PROPERTY UNE
EASEMENT LINE
CURB & GUTTER (EXISTING)
STORK DRAIN (EXISTING)
CONCRETE BROW DITCH
EXISTING GAS LINE
EXISTING WATER LINE
EXISTING ELECTRICAL LINE/BOX
EXISTING CABLE TV CONDUIT
EXISTING TELEPHONE CONDUIT
EXISTING SEWER MAIN
EXISTING SEWER LATERAL
RCP STORM DRAIN (PROPOSED)
CURB * GUTTER (PROPOSED)
STORM DRAIN CURB INLET TYPE B (PROPOSED) D-2
STORM DRAIN CLEANOUT-TYPE A (PROPOSED) D-9
CITY OF CARLSBAD LOCAL DEPRESSION (PROPOSED) DS-1
PROPOSED FINISH GRADE ELEVATION
EXISTING GRADE ELEVATION
ABBREVIATIONS
, 35.80 FC
(32.80)EG
AC
ACP
AB
E'LY
EX.\EMST.
F.S.N.T.S.
PROP
RCP.
R/W
SOST
WLY
ASPHALT CONCRETE
ASBESTOS CEMENT PIPE
AGGREGATE BASECENTERUNEEASTERLYEXISTING
FINISHED SURFACE
NOT TO SCALEPROPOSED
REINFORCED CONCRETE PIPE
RIGHT OF WAY
STORM DRAINSTREETWESTERLY
CITYCOUNCIL
CLAUDE A. "BUD" LEWIS-MAYOR
ANN KULCHIN - MAYOR PRO TEM
MATT HALL - COUNCIL MEMBER
MARK PACKARD - COUNCIL MEMBER
KEITH BLACKBURN - COUNCIL MEMBER
LISA HILDABRAND
CITYMANAGER
GLENN PRUIM
PUBLIC WORKS DIRECTOR
ROBERT T. JOHNSON JR.
CITY ENGINEER
|\\f.'.-c>imi.iuo j.\ '-•^•af^'' Vx;'---/"^//'' \\ !?C,' -.""-. \'\ \ V'/'"'""' '-'"
RteifS \<:tt<f ''^V;i^^; ^ittl 1%^%rv%, v/ ^X^J^^
'••'' 'iV*-' i .4* •'' -"'s"1'. V ' "f ^t:" »\ J \V'.''1, \''' II ,'\*\V 'l»1T .*'•'••': \ SS', V.V.* . \ * •' / '. '• Ii
LOCATION MAP
NOT TO SCALE
SHEET INDEX
DECLARATION OF RESPONSIBLE CHARGE
I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT,THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE
PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONSCODE, AND THAT THE DESIGN IS CONSISTENT WiTH CURRENT STANDARDS.
I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND
SPECIFICATIONS BY THE CITY OF INDIO IS CONFINED TO A REVIEW ONLY ANDDOES NOT RELIEVE ME. AS ENGINEER OF WORK. OF BY RESPONSIBILITIES FOR
FRU: HARKS AND ASSOCIATES
ADDRESS: 750 B SWEET, SUITE 1800SAN DIEGO, CA 92101
TELEPHONE: (SIS) 236-1778 FAX- (f!9) 236-7)79
ROBERT SUTHERUN JR.
K.C.E. 388)9EXP. DATE 1/31/11
TITLESHEET, VICINITYMAP
AND LOCATION MAP
ALDER AVENUE PLAN & PROFILE
VIA LIBERTAD PLAN & PROFILE
MARRON ROAD PLAN & PROFILE
TRAFFIC CONTROL PLAN (ALDER AVE.
ONELCAMINOREAL)
70% DESIGN SUBMTTTAL
JUNE 2009
NOT FOR CONSTRUCTION
Underground Service Alert
Call: TOLL FREE
1-800
227-2600
TWO WORKING DAYS BEFORE YOU DIG
Basis of Coordinates:
NAD 83 (1991.35 EPOCH)
CLS8-115 K 2002712.371' E 6234065.652' ELEV. 319.004' (NAVD88)
RECORD OF SURVEY 17271. 2- IRON PIPE AND DISC STAMPED "CLS8-115
L.S. 6215" IN WEST SIDE AC SHOULDER OPPOSITE 3935 SKYUNE RD. -
CLSB-126 N 2001291.609' E 6236635.227* ELEV 76.76T (NAVD) RECORD
OF SURVEY 17271. 2" IRON PIPE AND DISC STAMPED 'CLS8-I26 LS.
6215" 15 FEET OFF EAST SHOULDER OF EL CAUINO REAL 100 FEET
SOUTH OF INTERSECTION WITH TAMARACK AVE.
BENCH MARK:
CLSB-126
ELEV.: 76.767'
DATUU: NAVD 88RECORD OF SURVEY 17271
2" IRON PIPE AND DISC STAMPED
•CLSB-126 LS. 6215' 15 FEET OFF EASTSHOULDER OF EL CAUINO REAL 100 FEET
SOUTH OF INTERSECTION WITH TAMARACK
"AS BUILT*
REVIEWED BYi
INSPECTOR
PREPARED BY:
HARRIS 4 ASSOCIATES
750 B Strut, Sulh 1800
Son W«g°, CA 92101
(619) 236-IT7J • F« (619) 236-1179
ROBERT C. SUTHERUN JR. RCE 38819
ENGINEER OF WORK REVISION DESCRIPTION QTM£R APPROVAL
CUP REPLACEUEKT PROGRAM
CITY OF CARLSBAD
ENGINEERING DEPARMENT
K
0
0KQ.
K
UJ
gO5
Q.
LU
K
Q.
O
TITLE SHEET. VICINITY MAP
AND LOCATION MAP
APPROVED WILLIAM E. PLUMMER
DEPUTY CITY ENGINEER RCE 28176 EXP. 03/31/10 DATE
OWN BY: CB
CHKD BY: BSFIELD BY:
PROJECT NO.
6607
DRAWING NO.
xxx-x
H;\Co.!-lsbad\CMP-Replo.cenent_Alclei—AveMMPRDVEMENT PLANSXSHT-Ol-ALDER-AV-IP-SD.dwg 6/9/2009 2:33:57 PM PDT JN 082-0071.01
1
Ry
0
I
I
I
I
D
I
I
I
I
I
I
I
I
I
I
=3WEJN3CONFUCiyiHm-1 'ROPOSEBiSTORMTXlRAINiTHeiC OTlHACTOIf-SHAUsfe?
3+00 4+00 5+00 6+00
8 WIDE DRAINAGE EASEMENT DEDICATEO ANDACCEPTED PER MAP NO. 2647. FILE* NO. -.43077
RECORDED APRIL
MATCH TO EX.EDGE ELEVATION?.
INLET DETAILN.T.S.
VICTOR V. AVEDIAN;MONICA H. AVEDIAN
3860 SKYLINE RD.APN: 207-063-02
••BACKFILL COMPACTED TO SOX
KELATIVE COMPACTION
BEDDING AND PIPE ZONE
BACKFILL SAND
EQUIVALENT >30
GRAPHIC SCALETRENC1LPETAIL
N.T.S.
7+00CONSTRUCTION NOTES
(7) INSTALL CURED-IN-PLACE-PIPE UNER IN EXISTING 12"
iT ACP HOST PIPE PER SPECIFICATIONS.
(V) INSTALL CURED-IN-PLACE-PIPE UNER IN EXISTING 18"
^-^ ACP HOST PIPE PER SPECIFICATIONS.
(?) CONSTRUCT TYPE "C" CURB INLET PER SDRSD D-3 WITH
^-^ GRATE AND MODIFIED LOCAL DEPRESSION PER CSD DS-1AND DETAIL HEREON.
CONSTRUCT TYPE "A-4" CLEANOUT PER SDRSD D-9.
CONSTRUCT 12" RCP DRAIN PIPE. SEE TRENCH DETAIL_ HEREON.
(9J INSTALL TYPE "B" CURB INLET PER SDRSD D-2 (SEE
DETAIL BELOW) AND EXTEND EXISTING PIPE TO MATCH.
INSTALL CURB AND GUTTER PER SDRSD G-2
TYPE G.
11) CONSTRUCT AC BERM PER SDRSD G-5 TYPE A.
PROTECT IN PLACE.
INSTALL 24"x24" DRAIN BOX WITH TRAFFIC GRATE PER US
PRECAST 2424VF-24 OR EQUAL
CURB AND BERM DATA TABLE
LINEmmmmmmm
LENGTH
1.00'±
2.57-
7.30'
5.00'
5.00'
17.11'
7.771
RADIUS
-
2.00'
25.00'
46.00'
46.00'
16.89'
-
BEARING/DELTA
N34-27'56"E
i-73'33'24"
^16'44'32"
i-0613'51"
4-061 3'51"
A-58-02'29"
N54'54'38"E
REMARKS
6" AC BERM
6" AC BERM
6" AC BERM
C*G PER G-2
CiG PER G-2
6" AC BERM
CiG PER G-2
REFERENCE DRAWINGS
DWG NO. 139-2 DWG NO. 232-8 DWG NO. 300-4
70% DESIGN SUBMITTAL
JUNE 2009
NOT FOR CONSTRUCTION
( IN FEET )
1 inch - 20 ft
Underground Service Alert
Call: TOLL FREE
1-800
227-2600
TWO WORKING DAYS BEFORE YOU DIG
Basis of Coordinates:
NAD 83 (1991.35 EPOCH)
CLSB-115 N 2002712.371' E 623406S.652' ELEV. 319.004' (NAVD8B)
RECORD OF SURVEY 17271. 2" IRON PIPE AND DISC STAMPED "CLS8-115
LS, 6215" IN WEST SIDE AC SHOULDER OPPOSITE 3935 SKYLINE RD. -
CLSB-126 N 2001291.609' E 6236635.227" ELEV 76.767" (NAVD) RECORD
OF SURVEY 17271, 2" IRON PIPE AND DISC STAMPED "CLSB-126LS.
6215" 15 FEET OFF EAST SHOULDER OF EL CAUINO REAL 100 FEETSOUTH OF INTERSECTION WITH TAMARACK AVE.
BENCH MARK:
CLSB-128
ELEV.: 76.767"DATUM: NAVD 88RECORD OF SURVEY 17271
2" IRON PIPE AND DISC STAMPED
"CLSB-126 LS. 6215" 15 FEET OFF EASTSHOULDER OF a CAUINO REAL 100 FEET
SOUTH OF INTERSECTION WITH TAMARACK
AVE.
'AS BUILT'
EXP. .
REVIEWED BY.
INSPECTOR DATE
PREWIRED BY:
HARRIS & ASSOCIATES
750 B Stmt, Suit. IBM
Son Dtego. U 92101
((II) 23(-177« • FAX (618) 236-1179
ROBERT C. SUTHERLJN JR. RCE 38819 ENGINEER OF WORK REVISION DESCRIPTION OTHER APPROVAL CITY APPROVAL
SHEET2 CITY OF CARLSBAD
ENGINEERING DEPARMENT
6
SHEETS
CUP REPLACEMENT PROGRAM
ALDER AVENUE PLAN AND PROFILE
STA: 1+00.00 - STA: 2+05.00
APPROVED WLLIAM E. PLUUMER
DEPUTY CITY ENGINEER RCE 28176 EXP. 03/31/10
OWN BY: CB
CHKD BY: BS
FIELD BY:
PROJECT NO.
6607
DRAWING NO.
XXX-X
H:\Carl5bad\CMP-Replacenent_Atdei--Ave\IMPRDVEMENT PLANS\SHT-02-ALDER-AV-IP-SD.dv»g 6/9/2009 2:13:34 PM PDT