HomeMy WebLinkAboutCT 02-16; ROBERTSON RANCH EAST VILLAGE; TEMPORARY DESILTING BASIN REPORT; 2006-05-08ROBERTSON RANCH EAST VILLAGE
CT 02-16
TEMPORARY DESILTING BASIN REPORT
JOB NO. 01-1014
REVISED: MAY 8, 2006
PREPARED: SEPTEMBER 20, 2005
KEITH W. HANSEN RCE 60223 DATE
EXP. 06/30/06
O'DAY CONSULTANTS, INC.
2710 LOKER AVENUE WEST, SUITE 100
CARLSBAD, CA 92010
TEL: (760) 931-7700
FAX: (760) 931-8680
•
Temporary Desilting Basin Calculations
Desilting Basin Sizing
Desilting basins were sized based on the 10-year, 6-hour storm event. The design
particle size used is .01 mm. (fine silt) The equation used to size the basins is:
As= 1.2*Qavg/Vs
Qavg= C*Iavg*A
C= 0.35
Iavg=l.7"/6 hr = 0.28 in/hr 10-year, 6-hour storm event= 1.7"
A= area of basin
Vs= .00024 ft/s (.01mm sized particle)
where As is the appropriate surface area for trapping particles of a certain size and Vs is
the settiing velocity for that size particle. In this case, Vs= .00024 ft/s. Qavg is the
average runoff from each basin during a 10-year, 6-hour storm.
Temporary Desiltation Basin Capacity per DS-3
Desiltation basin sizes were also checked per the capacity table in the City of
Carlsbad Standard Drawing DS-3. All of the basins' capacity is significantly greater than
that required by DS-3.
Sediment Storage Volume Required
The amount of sediment that the temporary desilting basins are designed to store
is the amount generated by 5 years worth of 2-year, 24-hour storm events. The two-year
storm event was used per City standards. (Chapter 7-Grading and Erosion Control
Standards) The universal soil loss equation was used to estimate sediment volumes
entering the desilting basins.
A=RxKxLSxCxP
A= soil loss, tons/(acre)(year)
R= rainfall erosion index, 100 ft. tons/acre x in/hr
K= soil erodibility factor, tons/acre per unit of R
LS= slope length and steepness factor, dimensionless
P= erosion control practice factor, dimensionless
Rainfall Erosion Index, R
For a Type I Storm: R=16.55 p^ ^ = 16.55*(1.3)^ ^ = 29.48
P=1.3" (2-year, 6-hour storm event per Erosion and Sediment Control Handbook)
Soil Erosion Factor K
The existing soil was approximately 63.2% sand, 23.0% clay, 13.0% silt and 5.8%
gravel. K is approximately 0.15.
Slope Length and Steepness Factor LS
See attached Table 5.5 taken from Erosion and Sediment Control Handbook for LS
equation used.
Cover Factor C
Mass Graded Pad: C=1.0
Erosion Control Practice Factor P
Pads will be compacted and smooth (P = 1.3)
Dewatering Orifice Sizing Calculations
The dewatering holes on the standpipes for each basin are designed to allow
sediment to settle for 40 hours before outletting through the standpipe. The following
equation was used to size the dewatering holes.
Ao= As (2h)^ / 3600*T*Cd*(g)^
Ao= Surface area of orifice (sf)
As= Basin area (sf)
h= Head of water (ft)
T= Time (hrs)
Cd= 0.6 (sharp edged orifice)
g= Acceleration of gravity= 32.2 ft/s^
Standpipe Riser Sizing Calculations
The standpipe risers are sized to allow the 1 OO-year storm event to outiet from the
basin without completely filling it. The following equation was used to size the standpipe
risers:
Ao= Q/ Cd*(2gh)^
Ao= Surface area of orifice (sf)
Q= 1 OO-year flow entering basin
h= Head of water (ft)
Cd= 0.6 (sharp edged orifice)
g= Acceleration of gravity= 32.2 ft/s^
Temporary Desilting Basin Calculations
Desiitina Basin Sizinq
10-Year Storm Event
Pe = 1.7 in/hr
Basin Area (ac.) C U„g (in/hr) Q (cfs) Vs (ft/s) As rea'd (sf) Width Lenath As used
A 3.61 0.35 0.28 0.35 0.00024 1769 25 75 1875
B 32.82 0.35 0.28 3.22 0.00024 16082 50 325 16250
C 2.48 0.35 0.28 0.24 0.00024 1215 25 75 1875
D 17.59 0.35 0.28 1.72 0.00024 8619 60 150 9000
E 28.52 0.35 0.28 2.79 0.00024 13975 35 415 14525
F 9.05 0.35 0.28 0.89 0.00024 4435 40 120 4800
G 2.32 0.35 0.28 0.23 0.00024 1137 25 75 1875
H 3.61 0.35 0.28 0.35 0.00024 1769 25 75 1875
As= (1.2Qavg)/Vs
Sediment Storaae Volume Required 2-Year Storm Runoff Volume Required
2-Year, 24-Hour Storm Event, 5 Years of Sediment
Caoacitv Rea'd
Basin Soil Loss (cf/vr) Soil Storaae Deoth (ft) Basin Qa (in) Area (ac.) Volume (cf) Storaae Depth (ft) oer DS-3 (cf)
A 75.77 0.20 A 0.7 3.61 9,173 2.7 2,654
B 653.37 0.20 B 0.7 32.82 83,396 3.6 23,721
C 33.44 0.09 C 0.7 2.48 6,302 2.1 1,793
D 572.84 0.32 D 0.7 17.59 44,696 3.4 12,050
E 971.19 0.33 E 0.7 28.52 72,469 3.3 21,119
F 134.52 0.14 F 0.7 9.05 22,996 3.1 6,262
G 39.55 0.11 G 0.7 2.32 5,895 2.0 2,078
H 47.88 0.13 H 0.7 3.61 9173 2.7 2654.0
P6=1.3 in/hr {2-Year Storm)
Qa=(P6-0.2S)^/{P6+0.8S)
S=1000/CN-10
CN=94 (2003 San Diego County Hydrology Manual, Table 4-2)
Dewaterina Orifice Sizinq Calculations
Basin As (sf) H(ft) T(hr) Cd G (ft/s^) Ao (sf) Ao (in^)
Use 2-1" dia. holes A 1875 2.7 40 0.6 32.2 0.009 1.28 Use 2-1" dia. holes
B 16250 3.6 40 0.6 32.2 0.089 12.81 Use 16-1" dia. holes
c 1875 2.1 40 0.6 32.2 0.008 1.13 Use 2-1" dia. holes
D 9000 3.4 40 0.6 32.2 0.048 6.89 Use 9- r'dia. holes
E 14525 3.3 40 0.6 32.2 0.076 10.96 Use 14- 1"dia. holes
F 4800 3.1 40 0.6 32.2 0.024 3.51 Use5- r'dia. holes
G 1875 2.0 40 0.6 32.2 0.008 1.10 Use 2-1" dia. holes
H 1875 2.7 40 0.6 32.2 0.009 1.28 Use 2-1" dia. holes
StandDioe Riser Sizinq Calculations
Basin Qmn Cd G (Ws") H Ao (sf)
A 16.43 0.6 32.2 1 3.412 Use 30" CMP Riser
B 55.82 0.6 32.2 1 11.593 Use 48" CMP Riser
C 12.35 0.6 32.2 1 2.565 Use 30" CMP Riser
D 36.47 0.6 32.2 1 7.574 Use 42" CMP Riser
E 61.79 0.6 32.2 1 12.833 Use 48" CMP Riser
F 31.68 0.6 32.2 1 6.579 Use 36" CMP Riser
G 10.97 0.6 32.2 1 2.278 Use 24" CMP Riser
H 12.68 0.6 32.2 1 2.633 Use 30" CMP Riser
Soil Loss Calculations (Mass Graded Condition)
BASIN
ONSITE
AREA
(ACRES) R K C p
AVG.
LENGTH*
(FEET)
UPSTREAM
ELEVATION
DOWN-
STREAM
ELEVATION
SLOPE
STEEPNES
S LS
EST. SOIL
LOSS
SOIL
(TONSA'R)
SOIL LOSS
(CF.A'EAR)
A 3.61 29 0.15 1 1.3 100 86 84 2.00 0.20 1.15 4.17 75.77
B 9.57 29 0.15 1 1.3 1000 135 125 1.00 0.26 1.48 14.16 257.46
7.08 29 0.15 1 1.3 100 100 95 5.00 0.50 2.84 20.10 365.43
16.17 29 0.15 0.01 1.0 680 200 130 10.29 2.38 0.10 1.68 30.48
C 2.48 29 0.15 1 1.3 100 88 87 1.00 0.13 0.74 1.84 33.44
D 8.98 29 0.15 1 1.3 100 120 119 1.00 0.13 0.74 6.66 121.08
8.61 29 0.15 1 1.3 100 100 95 5.00 0.50 2.89 24.85 451.76
E 11.15 29 0.15 1 1.3 100 120 116 4.00 0.39 2.23 24.83 451.44
3.41 29 0.15 1 1.3 100 120 112 8.00 0.93 5.35 18.23 331.52
13.96 29 0.15 1 1.3 100 81 80 1.00 0.13 0.74 10.35 188.23
F 9.05 29 0.15 1 1.3 100 86 84.8 1.20 0.14 0.82 7.40 134.52
G 2.32 29 0.15 1 1.3 100 88 86.5 1.50 0.16 0.94 2.18 39.55
H 3.61 29 0.2 1 1.3 100 55 54 1.00 0.13 0.73 2.63 47.88
•Length between fiber rolls.
U.S. SIEVE OPENING IN INCHES
6 3 2 1.5 1 3/4 1°
U.S. SIEVE NUMBERS
^ 4 6 81°14« 20 3° 40 50 60 ^OOuo^
HYDROMETER
COBBLES
1 0.1
GRAIN SIZE IN MILLIMETERS
0.01 0.001
GRAVEL
coarse fine
SAND
coarse medium
Sample
• HB-5
fine SILT OR CLAY
Depth Classification
CLAYEY SAND(SC)
LL
36
PL
15
Pl
21
Cc
Sample
CM
§
CJ
HB-S
a
(9
Depth
25.0
D100
9.423
D60
0.266
DSO
0.037
DIG %Gravel
0.8
%Sand
63.2
%Sllt %Ciay
13.0 23.0
GeoSoils, Inc.
5741 Palmer Way
Carisbad, CA 92008
Telephone: (760)438-3155
Fax: (760) 931-0915
GRAIN SIZE DISTRIBUTION
Project: MCMILLIN
Number 3098-A1-SC
Data: Jannan/onno
: i trj [ _ ; r_| •!! rf jl"H" #
County of San Diego
Hydrology Manual
Fig. 6.6 Triangular nomograph for estimating K value. (6) See Table 6.3 for adjust-
ments to K value under certain conditions.
EXAMPLE 5.4
Given: A soil with the following particle size distribution.
Component Size, mm Fraction, %
Sand 2.0-0.1 30
Very fine sand 0.1-0.05 10
Silt 0.05-0.002 20
Clay Less than 0.002 40
Find: Texture and K value.
Solution: Entering Fig. 5.1 with 40 percent total sand and 20 percent silt, the texture
is found to be on the border between clay and clay loam. Entering Fig. 5.6 with the same
percents (see bold lines), the K value is found to be 0.19.
Table 5.3 describes adjustments to the K factor. Adjustment 1 is a correction for very
control practices than construction in areas with Io«», i
value fo, R is needed, other references aTMTi Ll ? * P'^««
R for individual stonns and years fi^ Ka^lu?'*™ *^
An "isoerodent" map nrenaxed hv W u * ^ consulted,
in Pig. 5.2. is used n^dT^So^Str'^^^^^
(approximately 104« west lonitad^n l!^ T"^ Momtait^
the lines. Contact local soil co^r^LLZ^''^^^'^'^
mation on R value, in mas covered byThni^ w T ^'u""*
ian. irregular topography makes Ci a ieZli^S' 104th west merid-
westernst.tss.^i.calculatedhyusing,aiStSr!^X^^^
Fig. 5.3 Histribiition of .^torm tvDM !„ n,.
.ve.tern L'nited Statos. (-l) "Tyoe IlM
occur in .Vrizona. Colorado. iSo \X '
Ne^d. N.W Mexico, t;.;,;^;^'
5.12 Erosion and Sediment Control Handbook
2.5 3.0 3.5
P - 2-ysar, B-hr fain, in
25 -i-50 -+-75 -H—
too o - 2-vsar. 8-hr rain, mm
&o;L ai)"'°"' 2-y<»", 6-hr rainfall in
The differences m peak in ens.ty are reflected in the coefficients of the equa-
.ons for the ramfall factor. Figure 5.5 is a graphical representation of the equa-
tions. The equations, also shown on the curves for each individual storra type
R ^ 27p"
R =» 16.55p*-»
R =- 10.2p"
type II
type I <•
type IA
•.vhere p is the 2-year, 6-hr rainfall in inches. (If p is in miUimoters. the equations
Wome: R - 0.0219p-^ type II; R , O.OU.tp". type I; R ^ 0.00823p". t>pe
The R value is rounded t^ the nearest whole numbcr. Wh«n tha rainfall time
diotribution curves ,Fig. o.4) and the corresponding R value oq-Mtio,.. ara or,m-
p.-.rcd, ,t ,3 evident that the Uron^er the peak intensity ofthe typical storm, tho
higher the rainfall eri.i3ion index.
Estimating Soil Less
• .—'. »:f»
TABLE B.6 C Values for SoU Loas Equation*
Type of cover C factor
Soil loss
reduction, %
Nona
Native vegetation (undisturbed)
Temporary seedings:
90 % cover, annual grasses, no mulch
Wood fiber mukh, X ton/acre (1.7 t/ha), with seedf
Excelsior mat, jutaf
Straw mulchf
1.5 tons/acre (3.4 t/ha), tacked down
4 tons/acre (9.0 t/ha), tacked down
1.0
0.01
0.1
0.5
0.3
0.3
0.05
0
99
90
50
70
80
95
f For slopa* up to 3:1.
ons^TrS^."""' °^ " established before the
hJnr^^^ ^ ^ W'ied hydraulically shortly
befora tha rainy season. The early raina cause the seeds to genninaf. bi a ^m^
plete grass cover U not established untU at least 4 week. Uter. DX the^!;
Sl^lnSSl 7 " °fu " r W^Pri^f average representing Uttle prote" tion m.t.ally and more thorough protection when th. grass U weU eatabiisheA
^^;pli:<^^rra^t?•3Sil^^^^^
it oriZlifv r provides very little soil loss reduction;
t pnmanly helps seeds to become established so that the new grass can provide
the erosion controL Other products, such as jute, excelsior, and papet^J?a7tin«r
provide an .ntermediate level of protection; the C value equafs ^oxTma"ly
0.3. Teat results of vanous mulch treatments are presented Cn Chap. 6.
5.2f Erosion Control Practice Factor P
The erosion control practice factor P is defined aa the ratio of soil loss with a
«iven surface condition to soil loss with up-and-down-hill plowing PrltfcerthaJ
reduce the velocity of runoff and the tendency of mnolf ^o TZS eXlZ.
slope reduce the P factor. In agricultural uses of the USLE. P is useTtoItrTbe
plowing and til age practices. In construction site applicltio^ Preflecrthe
njughening ot the soil surface by tractor treads or byTough gr ding ^^^^^^
r
\
Erosion and Sediment Control Handbook
TABLB 5.7 P Factors for Construction Sites (Adapted from Ref. 15)
Surface condition p ^f^^
(]ompacted and smooth I 2
Trackwalked along contour* 12
Trackwalked up and down slopef Q g |
Punched straw g'gi
Rough, irregular cut Q'^ I
Looae to 12-in (30-cm) depth
Trnd marks orianted up and down alope.
trVnui marlU oriented parallel to Gontoun, a* in Flga. 8.9 and S.ia
P values appropriate for construction sites are listed in Table 5.7.
• A surface that is compacted and smoothed by grading equipment ia highly sua-
ceptibla to sheet runoff and ia asaigned a P valua of 1.3.
• Trackwalking u given a value of 1.2 if the vehicl. traverse, along tha contour.
Th. P valua i. relatively high because the depression, left by cross-slope track-
ing resemble up-and-down furrow, and worsen runoff conditions.
• Trackwalking up and down slope reduces P to 0.9. The tread marks act as slopo
benches; they reduce ninoff velocity and trap soil particles (see Fig. 6.10).
• Punched straw is assigned a P value of 0.9 because the action of punching the
straw into the soil roughens the surface and creates a trackwalking effect
• When the soU surface is disked or otherwise loosened to a depth of 1 ft a
slightly lower P value of 0.8 may ba used. Thia condition is unUkely to occ'ur
on a construcUon site because compaction, not loosening, is required when fill
slopes are constructed.
Clearly, changing the surface condition does not provide much direct reduc-
tion in soil loss; all the P values are close to 1.0. However, roughening the soil
surface is essential before seeding because it greatly increases plant establish-
ment (see Chap. 6) and thus also reduces the C factor. Vegetation, mulch, slope
length, and gradient have far more significant effecU on the erosion process and
provide greater opportunities to reduce soil loss.
5.2g Combined Elfects of 1.3, C, and P
Of the five factors in the USLE. the R. LS, and C factors have the widest range.
Although R for a site is constant and K is essentially a constant, .slope length
and gradient, cover, and. to a limited extent, surface condition can be manipu-
lated. Slope length and vegetative cover are the most etrcctive and easily imple-
mented measures.
Table o.H compares the elfect on the soil loss estimates of varying LS, C, and
P. For example, a building pad vvith a I percent slope, smooth surface.' inJ no
cover has a fnotional .soil los.s potonti.U. A 2:1 slope, ccmmon between t. rr.icci
1
m 015 0.20 0.40 0.57 1.00 » eo t-l e>» l-l
3 <0 r-l C-
fi ei ei oi ei ^ tA ci si 12X0 15.08 25.15 29X2 32.32 40X1 56.36 64.78 la 1.4 » oo n
l-l ej «
«^ t.i 0^ o§ S 105.55 113.03 120X0 127.06 133.59 w 900 (274) 015 019 0X5 0X6 1.60 2.02 2.47 2.97 3.52 iH -4* <o cg o«
—1 C- t> 50 ^
•4- ^ *a tr- c& 12.24 14X1 17X7 23X6 28X9 30.67 37.96 45X0 53.47 61.45 64.66 69.45 80X5 85.17 92.77 10O13 107X3 111il3 120X4 126.73 800 (244) d d o d d 1X1 1X0 2.33 2X0 3X2 3X7 4.47 5.43 7X4 8X0 1L54 13.49 16.66 22.49 26X7 28X1 35.79 42X9 60.41 67X4 60X6 65.48 76.47 8O30 87.46 94.41 101X9 107X1 113.64 119.48 1 700 (213) 48*0 15*0 91*0 *T0 1.42 1.78 2.18 2X2 3.10 oi <^ ui d 3 10.79 12X2 15X8 21X4 24X6 27.04 33.48 4022 47.16 64X0 57X2 61X5 7O60 75.12 81X2 X8X1 94X7 10O67 106X0 111.77 600. (183) 89*0 6**0 *8*0 91*0 *T0 1X1 1.65 2.02 2.43 2X7 3X5 3.87 4.71 6X7 7.45 9X9 11X8 14.43 19.48 23.10 26X4 3099 37X3 43X6 6018 52.79 56.71 66X6 69X4 76.76 81.76 87X5 93.11 98.42 103.48 1 SOO (152) d d d d d 3X6 3.63 4X0 5.72 6X0 9.12 1067 13.17 17.78 21X9 22X6 28X9 33X9 39X6 45X0 48.19 61.77 59X6 63.48 6905 74X3 79X2 84X9 89X4 94.46 1 (481) OS* d d/^ 'd d 1.13 1.43 1.75 2.10 2.49 2X0 3X6 4.08 5.43 6.45 8X5 10.12 12.49 16X7 2O00 21X8 26X4 32X4 37X1 43.45 45.72 48.11 56X0 6023 66X0 70X0 76X2 8063 85X3 89X1 400 (122) a^a'^g
d 3 d
r ' 1.07 1.34 1.65 1.98 2X5 2.74 3.16 3X4 5.12 6X8 8.16 9X4* 11.78 16X1 18X6 2044 25X0 3O40 36X6 4097 43.10 46X0 53X7 56.78 61X5 mil (401) 058 61-8 981 *9*1 98*1 001 2.56 2X5 3X9 4.79 5X9 7.63 8X2 11X2 14X8 17X4 1902 23X7 28.44 33X4 38X2 4032 43X1 49X2 53.11 67X6 62.44 66X7 7L11 75.17 79X3 3 300 (91) 012 016 028 0.40 062 0X3 1.16 1.43 1.72 2X3 2.37 2.74 3X3 4.43 5X7 7X6 8X6 1O20 13.77 16X3 17.70 21X1 26X3 30X7 35.48 37X3 4O10 46X2 49.17 53X6 57X1 61X1 66X4 69X9 73.17 ii 89*0 88*0 98*0 91*0 11-0 a| S & 0^
O l-l ^ 1-4 2.16 2X0 3.04 4.05 4X1 6.45 7X4 9X1 12X7 14X1 16.16 2O01 24X3 28.18 32X9 ilili 52.77 56X1 6O10 63X3 66.79 (19) 008 d d d d d 99*1 0*1 411 sro 94*0 1X4 2X3 2.72 3X2 4X0 . 5.77 6.75 8X3 11X5 13X4 14.46 17X9 21X0 25X1 28X7 3048 32.74 37.74 4015 43.73 47X0 60X5 53.76 56.82 59.74 m 150 (46) I d d d d d <^ 0^ o ^
d O r4 f-l 1.68 1X3 2X5 3.13 3.72 5.00 5X4 7X1 9.74 11X5 12X2 1550 18X2 21X3 26.09 40X8 43.78 46.55 49X1 51.74 3|
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SECTION 12
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Section 12 Rip-Rap Calculations for Robertson Ranch (See Exhibit 'D')
Rip-rap calculations were preformed using the County of San Diego Drainage Design
Manual, May 2005, Section 7.0. Because the rip-rap is used to dissipate the energy from
the water, the velocity of the water is a major determinant when sizing rip-rap. Although
the velocity is a component in sizing the rip-rap, the nominal diameter of the rip-rap (dso)
chosen shall not exceed the diameter of the channel.
12.1 Temporarv Rip-Rap Calculations for Desihation Basin's
Rip-Rap is sized based on the water entering each channel. Exhibit 'D' depicts the
delineation of the drainage basin's contributing to each channel entering the desiltation
basin. Because the area is proportionally related to the flow rate, the proportional areas
and flow rates for each basin are shown in the table below.
Desiltation
Basin
Drainage Sub-
Basin's
Contributing to
Ea. Desiltation
Basin - See
Exhibit 'D'
Area (AC) Flow
Rate (cfs)
Velocity
(fps)
Total Area/
Flow Rate
Basin 'A' Sub-Basin Bl
Sub-Basin B2
2.86 ac
0.78 ac
4.4 cfs
1.2 cfs
10.8 fps
7.3 fps
3.64 ac/ 5.6
cfs
Basin 'B' Sub-Basin B5
Sub-Basin B6
Sub-Basin B7
3.13 ac
3.46 ac
26.02 ac
2.7 cfs
3.0 cfs
22.1 cfs
9.3 fps
9.6 fps
19.6 fps
32.61 ac/
27.8 cfs
Basin'C Sub-Basin B3
Sub-Basin B4
0.53 ac
1.95 ac
0.75 cfs
2.75 cfs
6.3 fps
9.4 fps
2.48 ac/ 3.5
cfs
Basin 'D' Sub-Basin Cl
Sub-Basin C2
Sub-Basin C3
3.55 ac
5.72 ac
7.26 ac
3.4 cfs
5.4 cfs
6.9 cfs
10.0 fps
11.4 fps
12.3 fps
16.53 ac/
15.7 cfs
Basin 'E' Sub-Basin Dl
Sub-Basin D2
Sub-Basin D3
Sub-Basin D4
24.02 ac
3.18 ac
1.52 ac
0.48 ac
23.6 cfs
3.1 cfs
1.5 cfs
0.5 cfs
19.9 fps
9.7 fps
7.8 fps
5.6 fps
29.2 ac/ 28.7
cfs
Basin 'F' Sub-Basin F3
Sub-Basin F4
6.65 ac
1.94 ac
7.8 cfs
2.3 cfs
12.1 fps 8.59 ac/10.1
cfs
Basin 'G' Sub-Basin Fl
Sub-Basin F2
2.18 ac
0.75 ac
3.3 cfs
1.1 cfs
9.9 fps
7.1 fps
2.93 ac/ 4.4
cfs
Basin 'H' Sub-Basin HI
Sub-Basin H2
Sub-Basin H3
2.74 ac
0.23 ac
0.33 ac
3.1 cfs
0.26 cfs
0.34 cfs
9.7 fps
4.6 fps
5.0 fps
3.30 ac/ 3.7
cfs
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
The velocity for each channel was calculated using Manning's equation:
Q= 1.486/n*AR'^(2/3)S'^(l/2)
Where S= slope of the channel is 20% (5:1 Slope)
A and R are based on the channel geometry. All channels will be a modified D-
75 brow ditch 2.0' wide x 1.0' deep
n = Manning's coefficient from Table A-3 from San Diego County Drainage
Design Manual; For Air-Blown Concrete = 0.023 for depths from 0-0.5'
= 0.019 for depth from 0.5-2.0'
Cross-Sections of D-75 Brow Ditch's entering into each temporary desiltation basin are
shown below. Based on the velocity and the size of the D-75, the temporary rip-rap at
the end of each channel are provided below.
12.2 Rip-Rap Calculations for Permanent Rip-Rap at 84" Storm Drain & Low-flow Pipe
Rip-Rap at Outlet of 84" Storm Drain
Q=522 cfs
V=14.98 fps
Pipe diameter=7'
Per D-40, W= 21', L= 28', rock classification= 1 ton and T= 4.4'
Per 'Table 200-1.7 Selection of Riprap and Filter Blanket Material" taken from the
Caltrans Highway Design Manual (see attached), filter blanket is 1' of 1-1/2" aggregate
over 12" sand
Rip-Rap at Outlet of 24" Low-flow Pipe
Q=26.61 cfs
V=l 1.06 fps
Pipe diameter=2'
Per D-40, W= 6', L= 8', rock classification= 1/4 ton and T= 2.7'
Per 'Table 200-1.7 Selection of Riprap and Filter Blanket Material" taken from tiie
Caltrans Highway Design Manual (see attached), filter blanket is 1' of 3/4" aggregate
over 12" sand
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Practical usa of thfs tabla is limi tad to situations
whara "T" is lass than ins ida diamatar.
(1) Avarage valocity in pipa or bottoa valoeity in
enargy dissipatar, uhichavar is graatar.
(2) If desirad riprap and filter• blanlcat class is not
available, usa next larger class.
(3) Filter blanlcat thtcknesa » 1 Foot or "T", whichever
is leas.
31
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin *A'
Sub-Basin Bl
Inside Diameter
{ 24.00 in.)
Water
{ 4.50 in.
( 0.375 ft.
I
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) . . . .
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
4 400 CFS
10 778 fps
24 000 inches
4 504 inches
0 375 feet
0 740 feet
0 188
20 000 %
0 408 sq. ft
1 .792 feet
0 .152
0 .023
0 .118 %
The Rip- Rap for tiiis channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is »4 ton, 2.7' thick. The filter blanket will be 3/4" aggregate, 12" thick
over 12" of sand.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'A'
Sub-Basin B2
Inside Diameter
( 24.00 in.)
Water
* * ( 2.41 in.)
( 0.200 ft.)
I * * I
* _ _
Circular Channel Section
Flowrate 1-200 CFS
velocity 7.310 fps
Pipe Diameter 24.000 inches
Depth of Flow 2.405 inches
Depth of Flow 0.200 feet
Critical Depth 0.375 feet
Depth/Diameter (D/d) 0.100
Slope of Pipe 20.000 %
X-Sectional Area 0.164 sq. ft.
Wetted Perimeter 1.288 feet
AR"(2/3) 0.042
Mannings 'n' 0.023
Min. Fric. Slope, 24 inch
Pipe Flowing Full 0.009 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' thick. The filter blanket will be 1/4" aggregate, 12"
thick.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'B'
Sub-Basin B6
Inside Diameter
( 24.00 in.)
Water
* ( 3.73 in.
( 0.311 ft.
* v_
Circular Channel Section
Flowrate 3.000 CFS
Velocity 9.621 fps
Pipe Diameter 24.000 inches
Depth of Flow 3.734 inches
Depth of Flow 0.311 feet
Critical Depth 0.606 feet
Depth/Diameter (D/d) 0.156
Slope of Pipe 20.000 %
X-Sectional Area 0.312 sq. ft.
Wetted Perimeter 1.622 feet
AR"(2/3) 0.104
Mannings 'n' 0.023
Min. Fric. Slope, 24 inch
Pipe Flowing Full 0.055 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' tiiick. The filter blanket will be 1/4" aggregate, 12"
tiiick. This rip-rap will also be specified for Sub-Basin B5, because the velocity is less
than 9.6 fps.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'B'
Sub-Basin B7
Inside Diameter
( 24.00 in.)
Water
I
( 9.32 in.)
( 0.777 ft.)
I
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR^(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
22 100 CFS
19 589 fps
24 000 inches
9 321 inches
0 777 feet
1 682 feet
0 388
20 000 %
1 128 sq. ft
2 .691 feet
0 632
0 . 019
2 .038 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron
shall be 6'x 10'. Although the velocity indicates rip-rap sized to 2-
ton's, the dso of the rip-rap cannot exceed the 24"width of the outlet
channel. So, the rock class is 1/4-ton rip-rap, 5.4' thick. The
filter blanket will be 2" aggregate, 12" thick over 12" sand. The
thickness and filter blanket are sized based on the velocity
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'C*
Sub-Basin B4
Inside Diameter
( 24.00 in.)
Water
* ( 3.58 in.)
( 0.298 ft.) I I
V
Circular Channel Section
2 750 CFS
9 377 fps
24 000 inches
3 580 inches
0 298 feet
0 578 feet
Depth/Diameter (D/d) 0 149
20 000 %
0 293 sq. ft
1 586 feet
0 .095
0 .023
Min. Fric. Slope, 24 inch
Pipe Flowing Full 0 . 046 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' thick. The filter blanket will be 1/4" aggregate, 12"
thick. This rip-rap will be used for sub-basin B3 because the velocity is 6.3 fps.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'D'
Sub-Basin Cl
Inside Diameter
( 24.00 in.)
* *
•• Water
I I
* ( 3.97 in.)
( 0.331 ft.) I I
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe .
X-Sectional Area
Wetted Perimeter
AR^(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
3 400 CFS
9 983 fps
24 000 inches
3 969 inches
0 331 feet
0 646 feet
0 165
20 000 %
0 340 sq. ft
1 675 feet
0 .118
0 . 023
0 . 071 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' tiiick. The filter blanket will be 1/4" aggregate, 12"
thick.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'D'
Sub-Basin C2
Inside Diameter
( 24.00 in.)
AJVJS.J1.AXAAAXAXAAAAAAAAA
Water
( 4.98 in.)
( 0.415 ft.)
I
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
5 . 400 CFS
11. 443 fps
24 000 inches
4 980 inches
0 415 feet
0 820 feet
0 207
20 000 %
0 .471 sq. ft
1 . 892 feet
0 .187
0 .023
0 .178 %
The Rip- Rap for tiiis channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is 1/4 ton, 2.7' tiiick. The filter blanket will be 3/4" aggregate, 12" thick
over 12" of sand.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'D'
Sub-Basin C3
Inside Diameter
( 24.00 in.)
Water
I
* { 5.63 in.)
( 0.469 ft.)
* _ _ _ _
Circular Channel Section
Flowrate 6-900 CFS
Velocity 12.296 fps
Pipe Diameter 24.000 inches
Depth of Flow 5.631 inches
Depth of Flow 0.469 feet
Critical Depth 0.934 feet
Depth/Diameter (D/d) 0.235
Slope of Pipe 20.000 %
X-Sectional Area 0.561 sq. ft.
Wetted Perimeter 2.023 feet
AR"(2/3) 0.239
Mannings 'n' 0.023
Min. Fric. Slope, 24 inch
Pipe Flowing Full 0.291 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
Although tiie velocity indicates rip-rap sized to 1/2-ton, the dso of tiie rip-rap cannot
exceed the 24"width of the outlet channel. So, the rock class is 1/4-ton rip-rap, 3.4'
thick. The filter blanket will be 1" aggregate, 12" tiiick over 12" sand. The tiiickness and
filter blanket are sized based on the velocity.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'E'
Sub-Basin Dl
Inside Diameter
( 24.00 in.)
Water
I
( 9.66 in.)
( 0.805 ft.) i I
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings •n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
23 600 CFS
19 942 fps
24 000 inches
9 662 inches
0 805 feet
1 720 feet
0 .403
20 000 %
1 184 sq. ft
2 .749 feet
0 .675
0 .019
2 .325 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
Altiiough tiie velocity indicates rip-rap sized to 2-ton's, tiie dso of the rip-rap cannot
exceed the 24"width of the outlet channel. So, the rock class is 1/4-ton rip-rap, 5.4'
thick. The filter blanket will be 2" aggregate, 12" thick over 12" sand. The thickness and
filter blanket are sized based on the velocity.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'E'
Sub-Basin D2
Inside Diameter
( 24.00 in.)
* *
AAAAAAAAAAAAAAAAAAAAA A
* Water * | I I I
* * ( 3.79 in.
( 0.316 ft. I I
* _ _ _ ^_
Circular Channel Section
Flowrate 3.100 CFS
velocity 9-714 fps
Pipe Diameter 24.000 inches
Depth of Flow 3.794 inches
Depth of Flow 0.316 feet
Critical Depth 0.611 feet
Depth/Diameter (D/d) 0.158
Slope of Pipe 20.000 %
X-Sectional Area 0.319 sq. ft.
Wetted Perimeter 1.63 6 feet
AR"(2/3) 0-107
Mannings 'n' 0.023
Min. Fric. Slope, 24 inch
Pipe Flowing Full 0.059 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' thick. The filter blanket will be 1/4" aggregate, 12"
thick. The rip-rap indicated above will be sufficient for sub-basin D3 and D4, because
the velocity is less than 9.7 fps.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'F'
Sub-Basin 'F3' Inside Diameter
( 24.00 in.)
Water
* ( 5.99 in.)
( 0.499 ft.)
Circular Channel Section
V
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR^(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
7 . 800 CFS
12 . 737 fps
24 . 000 inches
5 986 inches
0 499 feet
0 994 feet
0 249
20 000 %
0 612 sq. ft
2 .092 feet
0 .270
0 . 023
0 .372 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
Altiiough the velocity indicates rip-rap sized to 1/2-ton, the dso of tiie rip-rap cannot
exceed tiie 24"width of the outlet channel. So, the rock class is 1/4-ton rip-rap, 3.4'
tiiick. The filter blanket will be 1" aggregate, 12" thick over 12" sand. The thickness and
filter blanket are sized based on the velocity.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'F'
Sub-Basin 'F4'
Inside Diameter
( 24.00 in.)
Water
* ( 3.29 in.)
( 0.274 ft.)
I I
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) . .. .
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
2 . 300 CFS
8 890 fps
24 000 inches
3 285 inches
0 274 feet
0 529 feet
0 137
20 000 %
0 259 sq. ft
1 .516 feet
0 .080
0 .023
0 .032 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' thick. The filter blanket will be 1/4" aggregate, 12"
thick.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'G'
Sub-Basin 'Fl'
Inside Diameter
( 24.00 in.)
AAAAAAAAAAAAAAAAAAAA>
Water
( 3.91 in.)
{ 0.326 ft.)
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR^(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
3 300 CFS
9 900 fps
24 000 inches
3 914 inches
0 326 feet
0 631 feet
0 163
20 000 %
0 334 sq. ft
1 .663 feet
0 . 114
0 .023
0 .067 %
The Rip- Rap for this channel will be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' thick. The filter blanket will be 1/4" aggregate, 12'
thick. The rip-rap indicated above wiil be sufficient for sub-basin F2 because tiie
velocity is less than 9.9 fps.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin *H'
Sub-Basin 'HI'
Inside Diameter
( 24.00 in.)
Water
( 3.79 in.)
( 0.316 ft.)
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR*(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
3 . 100 CFS
9 . 714 fps
24 . 000 inches
3 . 794 inches
0 316 feet
0 611 feet
0 158
20 000 %
0 319 sq. ft
1 636 feet
0 .107
0 .023
0 . 059 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 2 Backing, 1.0' tiiick. The filter blanket will be 1/4" aggregate, 12"
thick.
J.N. 011014- Robertson Ranch E. Village
Section 12.0- Rip-Rap Calculations
Desiltation Basin 'H'
Sub-Basin 'H3'
Inside Diameter
( 24.00 in.)
* *
A.iA.A.A.A.>^.A,AA.AA,A,AA.XA^.A.A.AA.
Water
I
( 1.33 in.)
( 0.111 ft.) I
Circular Channel Section
Flowrate
Velocity . . . .
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ... .
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR'-(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
0 . 340 CFS
4 988 fps
24 000 inches
1 327 inches
0 111 feet
0 196 feet
0 055
20 000 %
0 068 sq. ft
0 949 feet
0 012
0 . 023
0 . 001 %
The Rip- Rap for this channel shall be SDRSD D-40, Type 2. The apron shall be 6'x 10'.
The rock class is No. 3 Backing, 8" tiiick. The filter blanket will be 3/16" aggregate, 8"
thick. This Rip-Rap will also be used for sub-basin H2 because the velocity is less than
5.0 fps.
SECTION 13
ROBERTSON'S RANCH EAST VILLAGE
84" REINFORCED CONCRETE PIPE ALTERNATIVE
January 10,2006
Wayne W. Chang, MS, PE
Civil Engineering • Hydroiogy •• Hydraulics - Sedimentation
P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760
m
-TABLE OF CONTENTS -
Introduction 1
Proposed Design Criteria 2
Conclusion 3
FIGURES
1. Vicinity Map
2. O'Day Consultants' Preliminary 84-Inch RCP Alignment
3. Conceptual Design of Flow Split
APPENDIX
A. WSPGW Analyses
^ INTRODUCTION
Robertson's Ranch is a proposed project by Calavera Hills II, LLC located in the city of
Carlsbad (see Vicinity Map). The easterly portion of Robertson's Ranch is named tiie East
Village. The East Village is immediately north of the Rancho Carlsbad Mobile Home Park
(RCMHP) and west of College Boulevard. Cannon Road is aUgned east-west near the southerly
boundary ofthe East Village. The East Village will be developed with single- and multi-family
residential tmits as well as a portion ofa school site.
aw OF qCEANSlX
HiGHWAY SITE
an Of ^
SANMAitCOS
aTY OF ENamTAS
Figure 1. Vicinity Map
Detention Basin BJB was recently constructed adjacent to the East Village immediately north of
the intersection of Cannon Road and College Boulevard. Detention Basin BJB was designed by
Rick Engineering Company (REC) as one part of tiieir regional solution for reducing 1 OO-year
flood inundation in tiie RCMHP. The regional solution also includes the existing weir within tiie
masoiuy wall immediately downstream of Detention Basin BJB. The weir is intended to control
the 100-year flow rate on tiie nortii and south sides oftiie wall. By limiting the flow south ofthe
wall, additional flood protection is provided to RCMHP. According to REC's analyses, ultimate
flood protection of RCMHP from Calavera Creek is also dependent on construction of Detention
Basin BJ, future modifications to ttie Calavera Dam outlet structure, additional adjustments to
tiie Deterition Basin BJB outiet, and improvements in Agua Hedionda Creek. REC's December
13, 2004 report, Rancho Carlsbad Mobile Home Park Altemative Analysis for Agua Hedionda
Channel Maintenance, contains tiieir latest hydrologic ahd hydraulic analyses for tiie regional
flood control solution. The regional solution is identified as Altemative C in tiie report.
In order to obtain tiie greatest flood contiol benefit from REC's regional solution, the masonry
wall along tiie nortii side of RCMHP must eitiier be adopted as or replaced witii a FEMA-
certified floodwall. One criterion for a floodwall to be FEMA-certified is tiiat "all maintenance
activities must be under tiie jurisdiction of a Federal or State agency, an agency created by
Federal or State law, or an agency of a commumty participating in tiie NFIP [National Flood
Insurance Program] tiiat must assume ultimate responsibility for maintenance." It is unlikely tiiat
the existing wall can meet tiiis and otiier FEMA's requirements. Furtiiermore, a replacement wall
could be difficult to design and permit.
An altemative solution has been identified whereby a storm drain pipe will be used to convey tiie
flow tiiat would occur nortii of tiie wall. The storm drain will connect to the 11-foot by 7-foot
reinforced concrete box culvert under tiie Cannon Road and College Boulevard intersection, and
^ will intercept flow tiiat would have been directed nortii of tiie wall. The storm drain will be
aligned along Camion Road and outlet adjacent to tiie box culverts under Cannon Road just east
of El Camino Real (see Figure 2 for O'Day Consultants' conceptiial storm drain aUgnment). This
report contams proposed criteria for design oftiie storm drain pipe.
PROPOSED DESIGN CRITERIA
REC's latest report is tiie December 13, 2004, Rancho Carlsbad Mobile Home Park Alternative
Analysis for Agua Hedionda Channel Maintenance. This report contains REC's current
hydrologic analysis for Detention Basm BJB and Calavera Creek. The report indicates tiiat tiie
1 OO-year outflow from tiie Detention Basin BJB 11-foot by 7-foot reinforced concrete box
(RCB) culvert will be 901 cubic feet per second (cfs). This assumes ultimate watershed
development and fiitiire unprovements as mentioned above. REC's hydrologic analysis indicates
that the existmg weir will split tiie 901 cfs such that approximately 500 cfs flows nortii of tiie
wall and 401 cfs flows soutii oftiie wall. REC's report indicates tiiat tiie "peak discharge (50()
cfs) to be conveyed north ofthe wall was determmed based on tiie capacity oftiie existing 8' x 8'
box" under El Camino Real (see pages 11 and 12 of tiie Rick report), i.e., overtopping of El
Camino Real by 1 OO-year flows was prohibited. REC's analysis shows that under ultimate
conditions witii Detention Basin BJ constiTicted, tiie lOO-year flow rate in Calavera Creek Soutii
(Calavera Creek South refers to tiie channel soutii of tiie mobile home park wall) will be
approximately 756 cfs, which is below a previously established target flow rate of 1,000 cfs.
The proposed altemative design involves connecting an 84-inch reinforced concrete pipe (RCP)
to the 11-foot X 7-foot RCB. The 84-inch RCP invert elevation will be 0.7 feet above tiie RCB
invert so that low flow in the RCB will continue to Calavera Creek Soutti. This will direct
approximately 75 cfs to Calavera Creek Soutti prior to any flow splittmg into the 84-inch RCP
(see Appendix A for tiie supporting hydraulic analysis). Currently, minor base flow enters
Calavera Creek South from urban runoff and other sources in tiie watershed. This base flow
helps maintain existing habitat in tiie creek. Allowing up to 75 cfs into Calavera Creek Soutii
exceeds tiie current average base flow rate (based on base flow observations during past site
visits), and will ensure that flow necessary to preserve existing habitat in Calavera Creek Soutii
will be maintained. In a March 2, 2005 meeting witii city staff, Mr. David Hauser, Deputy City
Engineer, indicated that this approach is acceptable subject to environmental review and resource
agency approvals, if required.
A waU will be consttucted witiiin tiie RCB to regulate tiie flow split to tiie 84-inch RCP. A
conceptiial design is shown in Figure 3. The 84-inch RCP proposed in Cannon Road will be
designed to provide a flow split as similar as possible to tiie existing weir (approximately 500 cfs
nortti of ttie weir and 400 cfs soutti of ttie weir). Hydraulic analyses on a conceptiial pipe design
by O'Day Consultants indicates that the 84-inch RCP will convey 500 cfs under pressure (see
Appendix A for the 84-inch RCP analysis based on O'Day Consultants latest plan).
CONCLUSION
Since it would be difficuh to upgrade the Rancho Carlsbad Mobile Home Park waU to FEMA's
levee criteria, an altemative was developed to avoid the levee issue while adhering to REC's
regional solution for flood protection of RCMHP. The altemative will convey tiie lOO-year
Calavera Creek flows, currently directed nortii of tiie wall by tiie wefr, in an 84-inch reinforced
concrete pipe along Cannon Road. The 84-inch RCP will resuU m a 1 OO-year flow split similar to
tiiat created by tiie existing wefr. Therefore, this altemative will preserve tiie desired (Altemative
C) 1 OO-year floodplain wittiin RCMHP as delineated in Rick's December 13, 2004 report,
Rancho Carlsbad Mobile Home Park Altemative Analysis for Agua Hedionda Channel
Maintenance.
A modification to REC's latest criteria wiU be necessary for final design of the pipe, i.e., the
tiireshold at which flow from Detention Basm BJB begins to be dfrected north of tiie wall will be
reduced from 300 cfs to approximately 75 cfs. However, tiie lower flow rate will still meet tiie
goal of providing base flow to "preserve the downstieam habitat."
Zl o c
JO
m
o
00
«
O
APPENDIX A
WSPGW ANALYSES
LOW FLOW ANALYSIS
BASIN BJB OUTLET RCB
FILE: bjbl .H^sw sion 14.06 WSPGW- CIVILDESIC
Program Package Serial Number: 1559'
WATER SURFACE PROFILE LISTING
Date: 1-31-2005 Time: 8:22: 3
Robertson's Ranch
Detention Basin BJB 11'x7' RCB Outlet
Determine Q Req'd for Flow Depth = 0.7- ^t junction ^^^^^^^^^^^^^^^^^^^^^^^^^^ ********
*************************--^^^^^^ ToplHeight/ Base Wt iNo Wth
Station
L/Elera
*********
1000.000
351.105
1351.105
93 .584
1444 .689
80.458
1525.147
25.922
1551.069
14.367
1565.436
9.270
1574.706
6.354
1581.060
4.434
1585.494
3 .050
Invert
Elev
Ch Slope
*********
52.400
.0163
58.108
.0163
59.629
.0163
60.937
.0163
61.358
.0163
61.592
.0163
61.743
.0163
61.846
.0163
61.918
.0163
Depth
(FT)
********
.695
.695
.697
,731
.766
.804
.843
.884
,927
Water
Elev
*********
53.095
58.803
60.326
61.668
62.125
62.396
62.586
62.730
62.845
Q
(CFS)
*********
75.00
75.00
75.00
75.00
75.00
75.00
75.00
75.00
75.00
Vel Vel I Energy
(FPS) Head I Grd.El.
SF Ave I HF
******!****************
SE Dpth
*******
9.81
9.81
9.79
9.33
8.90
8.48
8.09
7.71
7.35
1.49
-I-
.0163
I
1.49 -I-
.0162
I
1.49 -I-
.0150
I
1.35
-I
.0129
I
1.23 -I
.0111
I
1.12
-I
.0095
I
1.02 -I
.0082
I
.92
-I
.0071
I
.84 -I
.0061
54.59
5.71
60.30
1.52
61.81
1.21
63.02
.33
63.35
.16
63 .51
.09
63 .60
.05
63.65
.03
63.68
.02
Super
Elev
Critical
Depth
Froude N
********
.00
.70
.00
.70
.00
.70
.00
.73
.00
.77
.00
.80
.00
.84
.00
.88
.00
.93
Flow Top
Width
Norm Dp
********
1.13
2.07
1.13
2.07
1.13
2.07
1.13
1.92
1.13
1.79
1.13
1.67
1.13
1.55
1.13
1.45
1.13
1.35
ght/
Dia.-FT
"N"
*******
11.00
.70
11.00
.70
11.00
.70
11.00
.70
11.00
.70
11.00
.70
11.00
.70
11.00
.70
11.00
.70
Base wt
or I.D.
X-Fall
*******
ZL
ZR
*****
7 .000
.014
7.000
.014
7.000
.014
7.000
.014
7.000
.014
7.000
.014
7.000
.014
7.000
.014
7.000
.014
11.000
.00
11.000
.00
11.000
.00
11.000
.00
11.000
.00
11.000
.00
11.000
.00
11.000
.00
11.000
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
Prs/Pip
Type Ch
*******
0
BOX
0
BOX
0
BOX
0
BOX
0
BOX
0
BOX
0
BOX
0
BOX
0
.0
.00 BOX
FILE: bjL ^H^sw m WSPGW- CIVILDESK^^Prsion 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
Detention Basin BJB 11'x7' RCB Outlet
Determine Q Req'd for Flow Depth = 0.7' at junction
Date: 1-31-2005 Time: 8:22: 3
***********
I Invert |
Station I Elev | -I- -I
L/Elem |Ch Slope | ********* I ********* I
I I
1588.543 61.968
-I- -I
1.987 .0163
I I
1590.530 62.000
-I- -I
WALL EXIT
I I 1590.530 62.000
Depth 1 water | Q | Vel Vel | Energy
(FT) I Elev I (CFS) I (FPS) Head | Grd.El.
I } I SF Ave] HF ******** I*********I********* I******* I******* I*********
********
Super I Critical|Flow Top|Height/|Base Wt| |No wth
Elev I Depth Width |Dia.-FTjor I.D.| ZL |Prs/Pip -I- -I- -I- -I- -I- -I
SE Dpth Froude N|Norm Dp | "N" j X-Fall| ZR |Type Ch ******* I ******** I ******** 1*******1 ******* I ***** j*******
I
,973
1.020
1.205
62.940
63.020
63.205
75.00 7.01
75.00 6 .68
.76
-I
.0052
I
.69
63.70
.01
63 .71
75.00 6 .23 .60 63.81
.00 -I .97
I
.00
1.13 11 00 7.000
1
11 000
-1 -
.00 0
1 -
1.25 70 .014
1
.00
1
.00 BOX
1
1.13 11 00 1
7.000
11 1
000 .00 1
0
.0
.00 1 20 10.00 7.000 10.000 .00 0
-I- -I- -I- -I- I-
00
7) O •
-< m
> 73 >
CO
0)
FILE: 84sd sion 14.06
Date: 1-10-2006 Time: 9:10:12
WSPGW- CIVILDESIGI^^
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch East Village
84" RCP in Cannon Road
lOO-Year Ultimate Condition Flow Rate ^ ^................... ..*******
**************************************************** ***************************************************************** ********
Station
L/Elera
*********
1000.000
Invert
Elev
Ch Slope
*********
37.020
23.000
1023.000
122.940
1145.940
105.300
1251.240
318.750
1569.990
jmCT STR
1574.990
230.990
1805.980
JUNCT STR
1810.980
86.420
1897.400
JUNCT STR
. 0043
37.120
.0044
37.660
.0044
38.120
. 0044
39.510
.0660
39.840
.0112
42 .420
.0300
42.570
.0050
43.000
Depth
(FT)
********
7.000
7.054
7.494
7.737
8.689
8 .416
7.553
7.605
7.839
Water
Elev
*********
44.020
44.174
45.154
45.857
48.199
48.256
49.973
50.175
50.839
Q
(CFS)
*********
522.00
522.00
522.00
522.00
522.00
520.90
520.90
513.10
513.10
Vel
(FPS)
Vel
Head
SF Ave
*******!*******
13.56 2.86
-I-
.0067
13.56 2.86 .0067
13.56 2.86
.0067
13.56 2.86
.0067
13.56 2.86
13.54
.0067
2.84
13 .54
.0066
2.84
13.33
.0065
2.76
13 .33
.0065
2 .76
Energy
Grd.El.
HF
*********
46.88
SE Dpth
*******
.00
.15
47.03
.82
48.01
.70
48.71
2.13
51.06
.03
51.10
1.54
52.82
.03
52.93
,0300 .0064
.56
53 .60
.03
Super
Elev
Critical
Depth
Froude N
********
5.95
7.00
.00
.00
.00
7.49
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
Flow Top
Width
Norm Dp
********
.00
.00
5.95
.00
5.95
.00
5.95
.00
5.95
.00
5 . 94
.00
5.94
.00
5.91
.00
.00
5.91
.00
Height/
Dia.-FT
7.00
.00
7.00
.00
7.00
.00
7.00
.00
.00
4.61
.00
.00
7.00
.00
Base wt
or I.D.
"N"
*******
7.000
.013
7.000
.013
7.000
.013
7 . 000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
X-Fall
*******
.000
.00
.000
.00
.000
.00
.000
.00
,000
.00
.000
.00
.000
.00
,000
.00
.000
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
*******
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
,00 PIPE
FILE: 84 i^l^w
Date: 1-10-2006 Time: 9:10:12
WSPGW- CIVILDESI^^ rsion 14.06
Program Package Serial Nuraber: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch East Village
84" RCP in Cannon Road
lOO-Year Ultimate Condition Flow Rate ......^......x....********
*********************************************************************** ***************************************************
Station
L/Elem
*********
1902 .400
381.960
2284.360
369.800
2654.160
5.000
2659.160
275.090
2934.250
253 .180
3187.430
JUNCT STR
3192.430
260.600
3453.030
5.000
3458.030
142 .030
Invert
Elev
Ch Slope
*********
43.150
.0050
45.060
.0023
45.910
.2080
46.950
.0050
48.320
.0050
49.590
.0300
49.740
.0050
51.040
.0080
51.080
Depth
(FT)
********
7.785
8.533
10.041
9.169
9.553
10.086
10.059
10.582
10.733
Water
Elev
*********
50.935
53 .593
55.951
56.119
57.873
59.676
59.799
61.622
61.813
Q
(CFS)
*********
510.10
510.10
510.10
510.10
510.10
510.10
505.80
505.80
505.80
Vel
(FPS)
Vel
Head
SF Ave
*******!*******
13 .25
13.25
13 .25
13.25
13 .25
13 .25
2.73
.0064
2.73
.0064
2.73
.0064
2.73
. 0064
2.73
.0064
2.73
13 .14
.0063
2.68
13 .14
.0063
2.68
13.14
.0063
2.68
Energy
Grd.El.
HF
*********
53.66
2.44
56.32
2.36
58.68
.03
58.85
1.75
60.60
1.61
62 .40
.03
62.48
1.63
64.30
.0050 ,0063
.03
64.50
.89
Super
Elev
SE Dpth
*******
Critical
Depth
.00
.00
.00
8.53
.00
10.04
.00
9.17
.00
.00
.00
.00
.00
.00
,00
.00
,00
Flow Top
Width
Froude N
********
Norm Dp
********
5.89
.00
5.89
.00
5.89
.00
5.89
.00
5.89
.00
5.89
.00
5.87
.00
5.87
.00
.00
5.87
.00
Height/
Dia.-FT
.00
7.00
.00
7.00
.00
1.98
.00
7.00
.00
7.00
.00
.00
7.00
.00
5.12
.00
7.00
Base Wt
or I.D.
"N"
*******
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
X-Fall
*******
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
ZL
ZR
*****
********
iNo wth
Prs/Pip
Type Ch
*******
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
.00 .00 PIPE
FILE: 84s
Date: 1-10-2006 Time: 9:10:12
*******
WSPGW- CIVILDESK^^Brsion 14.06
Program Package Serial Number: 1559^^
WATER SURFACE PROFILE LISTING
Robertson's Ranch East Village
84" RCP in Cannon Road
lOO-Year Ultimate Condition Flow Rate
************************************************************************ *******************************************^
Station
L/Elem
*********
3600.060
461.710
4061.770
31.890
4093.660
43 .530
4137.190
JUNCT STR
4142.190
44 .620
4186.810
252.730
4439.540
Invert
Elev
Ch Slope
*********
51.790
.0050
54.100
.0050
54.260
.0051
54.480
.0300
54.630
.0056
54.880
.0049
56.130
Depth
(FT)
********
11.053
11.637
11.754
11.807
11.810
11.921
12.219
Water
Elev
*********
62.843
65.737
66.014
66.287
66.440
66.801
68.349
Q
(CFS)
*********
505.80
505.80
505.80
505.80
500.00
500.00
500.00
Vel
(FPS)
Vel
Head
*******
13 .14
13 .14
13.14
13 .14
12.99
12.99
12.99
SF Ave
*******
2.68
.0063
2.68
.0063
2.68
.0063
2.68
.0062
2.62
.0061
2.62
.0061
2 .62
Energy
Grd.El.
HF
*********
65.52
2.89
68.42
.20
68.70
.27
68.97
.03
69.06
.27
69.42
1.55
70.97
Super
Elev
SE Dpth
*******
.00
11.05
.00
.00
.00
11.75
.00
.00
.00
.00
.00
11.92
.00
Critical
Depth
Froude N
********
5.87
.00
5.87
.00
5.87
.00
5.87
.00
5.84
.00
5.84
.00
5.84
Flow Top
Width
Norm Dp
********
.00
Height/
Dia.-FT
"N"
*******
7.000
7.00
.00
7.00
.00
7.00
.00
.00
6.08
.00
7.00
.00
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
Base wt
or I.D.
X-Fall
*******
ZL
ZR
*****
********
No Wth
Prs/Pip
Type Ch
*******
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
SECTION 14
Chano{B(D[B§iiilIM]0[C§
CMI Englneering«HydrologyHydraulics»Sedimentation
P.O. Box 9496
Randio Santa Fe, CA 92067-4496
T: 858.692.0760
F: 858.832.1402
wayne@dtangccnsultanto.com
MEMORANDUM
Subject: Robertson's Ranch 84" RCP Storm Drain
Date: December 1,2006
The attached WSPGW analysis has been perfonned for the 84-inch reinforced concrete pipe
proposed along Cannon Road as part oftiie Robertson's Ranch East Village project. The analysis
is based on storm drain improvement plans provided by O'Day Consultants in July 2006. It is my
understanding that the storm drain on tiie current plans has not been revised since July. The
analysis is based on a 1 OO-year flow rate of 470 cubic feet per second entering ttie upstieam end
of the storm drain. The proposed divider wall in the existing 11-foot by 7-foot reinforced
concrete box culvert from Detention Basin BJB will be designed for ttiis flow rate. The analysis
also accounts for lateral flows entering the storm drain from several storm drain systems
proposed by ttie East Village. The total 1 OO-year flow rate outietting tiie 84-inch storm drain will
be 492 cfs. These flow rates are based on the City of Carlsbad's ultimate regional solution
hydrologic condition. The attached WSPGW analysis supersedes the analysis in Chang
Consultants' January 10, 2006 report titied, Robertson's Ranch East Village 84" Reinforced
Concrete Pipe Altemative.
Wayne W. Chang, MS, PE
FILE: 84in&:^SW
********************
WSPGW- CIVILDESIGN Ttsion 14.06
Program Package Serial Number: 1559
WATER SURFACE PROF7 : LISTING
Robertson's Ranch
84" RCP Analysis
lOO-Year Flow Rate - Assuming Ultimate
**********************************************
Pk W 1
Date:12- 1-2006 Time: 8:46:34
Invert
Station Elev
L/Elem Ch Slope
********* *********
1000 000 35.750
152 661 .0054
1152 661 36.578
9 629 .0054
1162 290 36.630
155 830 . 0054
1318 120 37 .470
76 952 . 0054
1395 072 37.887
HYDRAULIC JUMP
1395 .072 37.887
46 . 728 .0054
1441 .800 38.140
53 .126 .0055
1494 . 926 38 .431
76 .379 .0055
1571 .305 38.850
72 .445 .0055
Depth
(FT)
********
Water
Elev
*********
Q
(CFS)
*********
Vel
(FPS)
Vel
Head
5.802
6.079
6.079
6 .096
6 .090
5.517
5.369
5 .202
4 . 973
41.552
42.657
42.709
43 .566
43.977
43.404
43.509
43 .633
43 .823
492.00
492.00
492.00
492.00
492.00
492.00
492.00
492.00
492.00
*******
14 .43
13.86
13.86
13 .83
13.84
15.12
15.53
16.04
16.82
SF Ave
*******
3 .23
.0056
2.98
.0054
2.98
.0054
2.97
.0054
2.98
nal Solution
************
Super Cr:
Elev
*************** ****************
3.55
.0066
3.75
.0070
4 .00
.0077
4.39
.0086
HF
*********
44.78
.86
45.64
.05
45.69
.84
46.54
.42
46.95
SE Dpth *******
46.95
.31
47.26
.37
47.63
.59
48.22
.63
Dep Lii
Froude N
********
Flow Top
Width
Norm Dp ********
Height/
Dia.-FT
"N" *******
Base Wt
or I.D.
X-Fall *******
ZL
ZR *****
********
No Wth
Prs/Pip
Type Ch *******
.00 5.80 5 27 7.000 .000 .00 1
5.80 1.00 6 08 .013 .00 .00 PIPE
.00 5.80 4 73 7.000 .000 .00 1
6.08 .89 6 08 .013 .00 .00 PIPE
.01 5.80 4 73 7.000 .000 .00 1
6.09 .89 6 11 .013 .00 .00 PIPE
.00 5.80 4 70 7.000 .000 .00 1
6.10 .89 6 .08 .013 .00 .00 PIPE
.00 5.80 4 .71 7.000 .000 .00 1
.00 5.80 5 72 7.000 .000 .00 1 .0
5.52 1.12 6 08 .013 .00 .00 PIPE
.02 5.80 5 92 7.000 .000 .00 1 .0
5.38 1.18 6 03 .013 .00 .00 PIPE
.02 5.80 6 12 7.000 .000 .00 1 .0
5.22 1.26 6 03 .013 .00 .00 PIPE
.02 5.80 6 35 7.000 .000 .00 1 .0
4.99 1.38 6 03 .013 .00 .00 PIPE
Date:12- 1-2006 Time: 8:46:34
FILE: 84ii,^?WsW WSPGW- CIVILDESIGx ^^rsion 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
lOO-Year Flow Rate - Assuming Ultimate Regional Solution
*******************************************************************************************************************
Station
L/Elem *********
1643 .750
68.120
1711.870
JUNCT STR
1715.870
33 .130
1748.999
107.761
1856.760
54.349
1911.110
26.919
1938.029
8.151
1946.180
JUNCT STR
Invert
Elev
Ch Slope *********
39.247
Depth
(FT)
********
4.762
Water
Elev
*********
Q
(CFS)
*********
Vel
(FPS)
Vel
Head
*******
44.009 492.00 17.64
.0055
39.620
. 1025
40.030
.0104
40.374
.0104
41.492
.0104
42.056
. 0104
42 .335
. 0104
42 .420
.0300
4.566
4 .762
4.801
5.015
5.248
5.504
5.792
44.186
44.792
45.175
46.507
47.304
47.840
48.212
492.00
490.20
490.20
490.20
490.20
490.20
490.20
18.51
17.58
17.42
16.61
15.84
15.10
14 .40
SF Ave *******
4.83
Energy
Grd.El.
HF
*********
48.84
Super
Elev
SE Dpth *******
.02
Critical
Depth
Froude N ********
5.80
Flow Top
Width
Norm Dp ********
6.53
Height/
Dia.-FT
"N"
*******
7.000
Base wt
or I.D
X-Fall
*******
.000
,0097
5.32
.0129
4.80
.0090
4.71
.0084
4.28
.0075
3.90
.0067
3.54
,0061
3 .22
.66
49.50
.05
49.59
.30
49.89
.90
50.79
.41
51.20
.18
51.38
.05
51.43
4.78
.05
4.61
.04
4.81
.04
4 .84
.04
5.05
.03
5.28
.03
5.53
.02
1.50
5.80
1.63
5.79
1.50
5.79
1.48
5.79
1.35
5.79
1.24
5.79
1.12
5.79
.0091 .05 5.82 1.00
WARNING - Junction Analysis - Change in Channel
6.03
6.67
6.53
4 .54
6.50
4 .54
6.31
4 .54
6.06
4.54
5.74
4 .54
5.29
.013
7.000
.015
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.015
ZL
ZR *****
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
,000
.00
,000
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
********
No wth
Prs/Pip
Type Ch *******
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
Type
I
FILE: 84 il.
Date:12- 1-2006 Time: 8:46:34
^SW WSPGW- CIVILDESIG. "^Rrsion 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate - Assuming Ultimate Regional Solution ^^^^^^^^^^^^^^^^^^
*****************************************************************************************
Station
Invert
Elev
L/Elem ********* Ch Slope *********
1951 180 42.570
86 160 .0050
2037 340 43.000
JUNCT STR .0360
2042 340 43 .180
380 840 .0049
2423 180 45.050
20 450 .0049
2443 630 45.150
JUNCT STR .0998
2443 640 45.151
349 340 .0051
2792 980 46 . 930
4 .000 .0550
2796 .980 47.150
275 .090 .0049
Depth
(FT)
********
Water
Elev
*********
Q
(CFS)
6.764
7 .208
6.926
6.926
6.926
6.939
6 . 939
6 .668
49.334
50.208
50.106
51.976
52.076
52.090
53.869
53.818
*********
480.40
480.40
Vel
(FPS)
Vel
Head
Energy
Grd.El.
SF Ave
*******!*******
12.01 2.24 I- -I- -I .0091
I 1 2.24
HF
*********
Super
Elev
SE Dpth *******
Critical
Depth
Froude N ********
Flow Top
Width
Norm Dp ********
Height/
Dia.-FT
"N"
*******
Base Wt
or I.D.
X-Fall
*******
ZL
ZR *****
12.01 -I- -I-.0080
WARNING - Junction Analysis Change in Channel
478.00 12.44 2.40
I
478.00 12.44
478.00 12.44
477.40 12.42
477.40 12 .42
477.40 12.62
.0051
I
2.40 -I
.0051
I
2.40 -I .0052
I
2.40 -I .0052
I
2.40 -I .0067
I
2.47
.0048
52.51
1.96
54.38
.11
54 .48
.00
54 .49
1.81
56.27
.03
56.29
1.33
.00
6.93
.00
6.93
.00
6.93
.00
6.94
.00
6.94
.00
6.67
5.73
.42
5.73
.42
5.73
.42
5.72
.40
5.72
.40
5.72
.62
Type --
1.43
6.33
1.43
6.37
1.43
1.30
6.09
1.30
2.94
2.98
6.31
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.015
7.000
.013
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.000
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
51 57 .00 4 .00 10 00 4.000 10 000 .00 0
79 .00 1.06 4 00 .015 .00 .00 BOX
52 45 .00 4.00 10 00 4.000 10 000 .00 0
04 .00 1.06 .015 .00 .00 BOX
********
No Wth
Prs/Pip
Type Ch *******
.0
.0
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
1 .0
PIPE
FILE: 84in..:TWSW
— p 4 WSPGW- CIVILDESIGN "Ersion 14.06
Program Package Serial Number: 1559 T>,,--.T5 I onnfi Time- 8-46-34 WATER SURFACE PROFILE LISTING Date:12- 1-2006 Time. H.4b.J*
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate - Assuming Ultimate Regional Solution^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^^ ********
**********************************************************************************
Station
L/Elem *********
3072 . 070
253.990
3326.060
JUNCT STR
3331.060
99.720
3430.780
JUNCT STR
3430.790
98.685
3529.475
HYDRAULIC
Invert
Elev
Cll Slope
*********
48.500
. 0051
49.800
. 0440
50.020
.0050
50.520
.0998
50.521
.0049
51.009
JUMP
Depth
(FT)
********
6 .636
Water
Elev
*********
55.136
Q
(CFS)
*********
Vel
(FPS)
Vel
Head
477.40
***.****
12.66
6.504
6 .072
6.098
6.120
6.145
56.304
56.092
56 .618
56.641
57.154
477.40
476.40
476.40
476.10
476.10
12.81
13.43
13.39
13.34
13 .30
SF Ave *******
2 .49
.0048
2.55
.0066
2.80
.0051
2.78
.0051
2.76
.0050
2.75
Energy
Grd.El.
HF
*********
57.62
1.23
58.85
.03
58.89
.51
59.40
.00
59.40
.50
59.90
Super
Elev
3529 475 51.009 5 308 56 317 476 10 15 21 3 .59 59 91 .02 5.72 5 99 7.000 .000 .00 1 .0
540 .0049 ' ' .0065 00 5.32 1.17 6 23 .013 .00 .00 PIPE
3530 015 51.011 5 308 56 319 476 10 15 20 3.59 59 91 .02 5.72 5 99 7.000 .000 .00 1 .0
62 485 .0049 -1--1--I--1-.0069 43 5.32 1.17 6 23 .013 .00 .00 PIPE
3592 500 51.320 5 071 56 391 476 10 15 95 3.95 60 34 .04 5.72 6 .26 7.000 .000 .00 1 .0
1 433 .0550 .0071 01 5.11 1.29 2 71 .013 .00 .00 PIPE
SE Dpth
*******
.01
6.64
.01
6.52
.01
6.08
.00
6.12
.01
6.13
.01
Critical
Depth
Froude N ********
5.72
.64
5.72
.70
5.72
.87
5.72
.86
5.72
.85
5.72
Flow Top
Width
Norm Dp ********
Height/
Dia.-FT
"N"
*******
Base Wt
or I.D.
X-Fall *******
ZL
ZR *****
No Wth
Prs/Pip
Type Ch *******
3 11 7.000 .000 .00 1 .0
6 07 .013 .00 .00 PIPE
3 59 7.000 .000 .00 1 .0
.015 .00 .00 PIPE
4 75 7.000 .000 .00 1 .0
6 15 .013 .00 .00 PIPE
4 69 7.000 .000 .00 1 .0
.013 .00 .00 PIPE
4 64 7.000 .000 .00 1 .0
6 23 .013 .00 .00 PIPE
4 58 7.000 .000 .00 1 .0
FILE: 84i. iPWSW
Date:12- 1-2006 Time: 8:46:34
WSPGW- CIVILDESIC^Bfrsion 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate - Assuming Ultimate Regional^Solution^^^^^^^^^^^^^^^^^^^ **************************************************************************
Station
Invert
Elev
L/Elem ********* Ch Slope *********
3593 . 933 51.399
1. 917 .0550
3595 850 51.504
650 .0550
3596 500 51.540
142 490 .0051
3738 990 52 .270
461 710 . 0050
4200 700 54.570
32 030 .0050
4232 730 54.730
38 950 . 0049
4271 680 54.920
JUNCT STR .0440
4276 .680 55.140
16 460 .0049
4293 . 140 55.220
32 .730 .0052
Depth
(FT)
********
5 . 189
5 .438
5.718
6 .023
6.169
6.169
6.182
6.019
6 .029
Water
Elev
********
56 .588
56.942
Q
(CFS)
*********
Vel
(FPS)
Vel
Head
476.10
*******
15 .56
57.258
58.293
60.739
60.899
61.102
61.159
61.249
476.10
476.10
476.10
476.10
476.10
476.10
470.00
470.00
14 .84
14.15
13 .52
13.26
13.26
13 .24
13.35
13.33
SF Ave *******
3 .76
.0065
3.42
.0059
3.11
.0054
2.84
.0051
2.73
.0050
2.73
.0050
2 .72
.0067
2 .77
.0050
2.76
.0050
Energy
Grd.El.
HF
*********
60 .35
.01
60.36
.00
60.37
.76
61.13
2.34
63.47
.16
63 .63
.19
63.82
.03
63.93
.08
64.01
.16
Super
Elev
SE Dpth *******
.03
5.22
.03
5.47
.01
5.73
.00
6.02
.01
6.18
.00
6.17
.00
6.18
.00
6.02
.01
6.04
Critical
Depth
Froude N ********
5.72
1.23
5.72
1.11
5.72
1.00
5.72
.88
5.72
.83
5.72
.83
5.72
.82
5.69
.87
5.69
.87
Flow Top
Width
Norm Dp
********
6.13
2.71
5.83
2.71
5.41
6.04
4.85
6.18
4.53
6.16
4.53
6.32
4.50
4.86
6.17
4.84
5.88
Height/
Dia.-FT
"N"
*******
7.000
.013
7 .000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.013
7.000
.015
7.000
.013
7.000
.013
Base wt
or I.D.
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
FILE: 84iri^JTWSW WSPGW- CIVILDESIGi.^^rsion 14.06
Proqram Package Serial Number: 1559
^ ^ VJATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis .„„,i o^i„(
Station
L/Elem *********
Invert
Elev
Ch Slope
*********
Depth
(FT)
4325.870 -I-
248 . 900
I
4574.770 56.630
-I-
WALL ENTRANCE I
4574.770 56.630
********
55.390 6.005
.0050
6.037
8.987
Water
Elev
*********
61.395
62.667
65.617
Q
(CFS)
*********
470.00
Vel
(FPS)
Vel
Head
SF Ave ******* I *******
Energy
Grd.El.
HF
*********
Super
Elev
SE Dpth *******
Date:12- 1-2006 Time: 8:46:34
******************************* ********
No Wth
470.00
470.00
13 .38
13.32
7.12
2.78
.0050
2.75
.79
64.17
1.25
65.42
66.40
.00
6.00
.00
.00
Critical
Depth
Flow Top
Width
Height/
Dia.-FT
Base Wt
or I.D.
Froude N ********
Norm Dp ********
"N" *******
X-Fall *******
5.69 4.89 7.000 .000
.88 6.05 .013 .00
5.69 4.82 7.000 .000
4.26 9.43 7.000 9.430
ZL
ZR *****
.00
.00
.00
.00
Prs/Pip
Type Ch
*******
1
PIPE
1
SECTION 15
HYDROLOGIC AND HYDRAULIC ANALYSES
FOR
ROBERTSON'S RANCH EAST VILLAGE
September 2,2004
Ciiaig(BoiiMingi
CMI Engineering • Hydfology • Hydraulics • Sedimentation
P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760
-TABLE OF CONTENTS -
Intioduction ^
Background 2
East Village Analyses 4
Conclusion and Recommendations 6
APPENDIX
A. lOO-Year HEC-1 Analysis
B. 100-Year HEC-RAS Analysis - Calavera Creek Existing Conditions Nortii of Wall
C. 100-Year HEC-RAS Analysis - Calavera Creek Proposed Conditions North of Wall
D. 100-Year HEC-RAS Analysis - Calavera Creek Existing Conditions Soutti of Wall
MAP POCKET
HEC-RAS Work Map
INTRODUCTION
Robertson's Ranch is a proposed project by Calavera Hills II, LLC (CHII) located in ttie city of
Carlsbad (see Vicinity Map). The easterly portion of Robertson's Ranch is named tiie East
Village, and is immediately nortii of tiie Rancho Carlsbad Mobile Home Park (RCMHP) and
west of College Boulevard. Caimon Road is aligned in an east-west dfrection near the southerly
boundary of tiie East Village. The East Village nortti of Camion Road will be developed with
single- and multi-family residential units as well as a portion of a school site. The East Village
south of Cannon Road will contain an approximately 4.4 acre pad developed with multi-family
residential units. In addition, RCMHP intends to add an RV storage area immediately east of ttiis
multi-family development.
arf OF OCEANSIDE
HIGHWAY SITE
an OF
SAN MARCOS
an OF ENaNiTAS
Figure 1. Vicinity Map
Under both existing and proposed conditions, storm runoff from the East Village flows in a
southerly direction to Calavera Creek, which is located along the boundary of the East Village
and mobile home park. A free-standing masonry wall exists along this boundary. The base ofthe
wall contains several semi-circular openings along much of its lengtti. In general, creek flow
south of the wall is conveyed westerly to a confluence with Agua Hedionda Creek within
RCMHP, and then continues westerly to Agua Hedionda Lagoon. Creek flow north ofthe wall is
conveyed westerly, passes through culverts under Cannon Road and El Camino Real, then enters
Agua Hedionda Lagoon.
Several hydrologic and hydraulic analyses have been performed to determine the 1 OO-year flow
rates and floodplain limits in Agua Hedionda and Calavera Creek. The analyses have been
prepared for various historic as well as proposed conditions. Many of the proposed conditions
represent regional solutions for minimizing flood inundation in RCMHP. This report determines
the impact of the East Village on Calavera Creek. In particular, tiie East Village's influence on
the estabhshed regional solutions is outlined. In order to accomphsh this, a background on the
relevant analyses and projects in the watershed is presented first.
BACKGROUND
The following provides background information on historic floodplain conditions in the area.
Furthermore, recent studies and completed unprovements tiiat are relevant to the East Village are
outlined.
The Federal Emergency Management Agency (FEMA) has mapped the Calavera and Agua
Hedionda Creek 1 OO-year floodplains. The mapping is shown on the June 19, 1997 Flood
Insurance Rate Map (see shaded areas m Figure 2). The analyses used for the FIRM mappmg
were performed prior to recent improvements in the vicinity of Robertson's Ranch. Several of
the recent improvements have altered the FEMA floodplains. These improvements include the
extension of Cannon Road and College Boulevard and the consttnction of the Master Drainage
Plan facility. Detention Basin BJB. FEMA's analyses show tiiat significant portions of RCMHP
are within the 1 OO-year floodplam. It should be noted that the FIRM identifies the masonry wall
along the northerly boundary of RCMHP as a floodwall witii different 1 OO-year water surface
elevations on either side despite lhe fact that tiie wall contains many openings. It is unknown
whether the differential elevations are based on consideration ofthe openings. The wall does not
meet FEMA's current levee criteria. According to correspondence from Rick Engmeering
Company (REC), FEMA's lOO-year flow rate in Calavara Creek is 1,350 cubic feet per second
(cfs) with 545 cfs south of tiie wall and 805 cfs north of tiie wall.
Since the FEMA mapping shows that much of RCMHP is wittiin both floodplams, the city of
Carlsbad selected REC to prepare updated hydrologic and hydrauhc studies for Calavera and
Aqua Hedionda Creek. The result of the studies was the development of regional solutions for
minimizing flood inundation in RCMHP.
The first step in the city process was to update FEMA's 100-year flow rates. A HEC-1
hydrologic analysis was perfonned by REC based on General Plan land uses to determine ttie
1 OO-year flow rates in botii creeks. Since General Plan land uses were used, the resulting flow
rates were, in essence, ultimate development flow rates rather tiian existing condition flow rates.
By using ultimate development flow rates, any regional solutions would appropriately address
futvu-e conditions in the watershed.
imtt
[ I I; 'llll ii'fflii ^iiiM id/ 111 -i . -> ^
mmummm
yem
of. •W<IWl(lfil™fc:.DWl
Figitt^2. FEMAFlocfdplams
The hydrologic analysis was then used to identify four potential detention basins that could be
constmcted to reduce the 1 OO-year flow rates. These basins are at various locations in the
watershed. Two of the basins represent Master Drainage Plan Facilities BJ and BJB. To date,
only Detention Basin BJB has been constmcted. Detention Basin BJ will be constmcted when
College Boulevard southerly of Cannon Road is constracted.
It should be noted that REC's HEC-1 analyses are based on the 1993 County of San Diego
Hydrology Manual. This was the current manual at the time the analyses were initially
performed. The County updated the Hydrology Manual in 2003. However, REC indicated that
they are not planning to nor have they been requested to update their analyses based on the latest
criteria. On the other hand, the city of Carlsbad has required the on-site analyses for the East
Village to be based on the 2003 criteria.
REC also performed hydraulic analyses of Agua Hedionda and Calavera Creek based on the lOO-
year flow rates from thefr hydrologic analyses. The hydraulic analyses were used to delineate the
floodplain in both creeks and to fiirther identify potential flood contiol improvements.
REC's studies led to tiiefr final design and the recent constmction of Detention Basin BJB, which
is immediately north of the intersection of Camion Road and College Boulevard. Detention Basin
BJB was constmcted in order to reduce the 1 OO-year flow rate in Calavera Creek. In addition,
REC designed a wefr immediately downstieam of the Detention Basin BJB outlet. The wefr hais
been constracted within the masonry wall along the north end of RCMHP and is intended to
contiol the flow rates on the north and south sides of the wall. By limiting the flow on the south
side of the wall, additional flood protection is provided to RCMHP. It should be noted that,
according to REC's analyses, ultimate flood protection of RCMHP from Calavera Creek is
dependent on constraction of Detention Basin BJ. At this time, the timefirame for constraction of
this basin is unknown. Furthermore, the regional solution to the RCMHP flooding needs to
include the masonry wall openings being plugged or the wall being replaced with a FEMA-
certified floodwall. One of the criteria for the floodwall to be FEMA-certified is that "all
maintenance activities must be under the jurisdiction of a Federal or State agency, an agency
created by Federal or State law, or an agency of a community participating in the NFIP [National
Flood Insurance Program] that must assume ultimate responsibility for maintenance."
Most recently, REC modified thefr HEC-1 hydrologic analysis to include impending changes to
the outlet facility in Lake Calavera. These changes are intended to provide a greater factor-of-
safety against dam failure and have the additional benefit of further reducing the 1 OO-year flow
rate in Calavera Creek. The HEC-1 analysis is based on General Plan land uses, REC's final
design of Detention Basin BJB, and conceptual design of the remaining three detention basins.
EAST VILLAGE ANALYSES
In order to assess the impact of the East Village on Calavera Creek, several analyses were
performed. First, REC's latest HEC-1 analysis was obtained then updated in order to determine
the 1 OO-year flow rate in Calavera Creek. REC's analysis was based on future residential lots
within Detention Basin BJB. According to CHII, the lots are no longer planned. As a result,
REC's analysis was revised to remove the lots from the basin. The revised basin volume was
obtained from previous volume calculations by REC, which assumed no lots in Detention Basin
BJB. The updated HEC-1 analysis is included in Appendix A. The analysis shows that the lOO-
year flow rates into and out of Detention Basin BJB are 1,094 and 878 cfs, respectively.
In order to determine how the wefr divides the Detention Basin BJB outflow north and south of
the wall, two HEC-RAS hydraulic analyses were performed. One analysis models flow through
the weir and the other models flow north of the wall. An iterative procedure was used where the
total flow rate from both analyses equaled the Detention Basin BJB outflow. The flow rates were
then adjusted until the water surface elevations below Detention Basin BJB were equal in each
analysis. This procedure determined that approximately 450 cfs is directed north of the wall and
430 cfs is directed south of the wall.
The East Village flows confluence with Calavara Creek north of the masonry wall. REC
prepared a HEC-2 hydraulic analysis of the creek north of the wall. The analysis assumed that
the holes in the masonry wall along ttie north boundary of RCMHP were plugged and is based on
the current condition with Cannon Road constracted. The East Village runoff is directed to this
section of the creek under existing and proposed conditions. The revised HEC-1 analysis shows
that the flow rate in this area including tiie East Village contribution is 472 cfs. Since the HEC-1
analysis assumes General Plan land uses, the analysis reflects development of the East Village.
REC's HEC-2 analysis was converted to HEC-RAS and revised to reflect the updated HEC-1
results (see Appendix B for the HEC-RAS analysis and the map pocket for ttie work map). In
addition, minor modifications were made to cross-sections at the upsfream and downsfream
limits ofthe model. This HEC-RAS analysis establishes the baseline for the Calavera Creek lOO-
year water surface elevations north of the wall. Note tiiat this floodplain is confined between the
masonry wall and Cannon Road except where it is conveyed under Cannon Road.
The East Village proposes a 4.4 acre pad and berming soutti of Cannon Road. The pad is planned
to be developed with multi-family units. The pad and berm encroach within the aforementioned
baseline floodplain. In order to determine the impact from the pad and berm, the HEC-RAS
analysis was modified to include these. The analysis (see Appendix C) shows that the 1 OO-year
water surface elevation increases up to 2.2 feet between cross-sections 50 to 140, which are
along the pad and berm. Beyond this, the water surface elevation reduces back to the baseline
level. Table 1 summarizes the HEC-RAS results for the baseline and proposed conditions.
Existing Condition 100-Proposed Condition Water Surface
HEC-RAS Year Water Surface lOO-Year Water Surface Elevation Increase
Cross-Section Elevation, ft Elevation, ft From East ViUage, ft
10 40.6 40.6 0
20 41.3 41.3 0
30 41.4 41.4 0
40 42.4 42.4 0
50 44.0 45.0 1*
60 44.3 45.5 1.2*
90 45.1 45.7 0.6*
100 46.7 47.9 1.2*
110 47.4 49.6 2.2
120 48.5 50.5 2.0
140 49.6 50.5 0.9
150 51.6 51.1 -0.5
160 52.3 52.4 0.1
170 53.1 53.1 0
180 54.6 54.6 0
220 56.4 56.4 0
230 57.5 57.5 0
240 58.0 58.0 0
250 58.5 58.5 0
260 58.9 58.9 0
270 59.9 59.9 0
280 60.0 60.1 0.1
•"Below water surface south of wall
Table 1. HEC-RAS Results - Calavara Creek North of Wall
Finally, an analysis was performed for Calavera Creek soutii of tiie wall to establish ttie 100-year
water surface differential on either side of the wall (see Appendix D). REC prepared a HEC-RAS
analysis of this area based on surveyed cross-section data. Thefr analysis was modified for the
updated HEC-1 flow rates. Figure 3 provides a comparison of tiie lOO-year water surface
elevations north and soutii oftiie wall. Figure 3 shows tiiat tiie water surface soutii oftiie wall is
higher than tiie proposed condition north of tiie wall along the downstieam one-tiurd lengtii of
the wall. This reverses along the upstieam two-thfrds of the wall.
.651
60-
55
50
46-
40
Weir
35
•72 cf* North <rf
S 8 9 ^999
—i..„r--;-~-t—-—
SQO
8 S H 9 S 3S SSg
If <•* ^ *• ^ . N. ri
^ 1500 2(W0 2600
HEC-RAS. Cro!89-s«ctfon
n % g I
1000 1500 2000 Z50Q 3000
Marfi Channel Distance North of Wall (fl)
3500 4000
Figure 3. 100-Year Water Surface Profiles
CONCLUSION AND RECOMMENDATIONS
The city of Carlsbad's consultant. Rick Engineering Company, has established General Plan lOO-
year flow rates throughout tiie Agua Hedionda and Calavera Creek watersheds. These flow rates
were used to develop regional solutions to flooding. The city's studies are based on development
of the East Village; therefore, surface runoff impacts generated by the project have been
accounted for in REC's analysis of flood contiol solutions. In particular, tiie solutions were
intended to reduce flood mundation in tiie Rancho Carlsbad Mobile Home Park. To date, one of
the Master Drainage Plan Facilities, Detention Basin BJB, has been consttucted. It is our
understanding that the city of Carisbad is considering additional altematives. These could
involve constiniction ofthree additional detention basins as well as other channel improvements.
Robertson's Ranch East Village wiU have some unpact on 1 OO-year water surface elevations
north of tiie masonry wall along ttie mobile home park due to the proposed pad and berming
soutti of Cannon Road in part ofthis area. These increases range from 0.1 to 2.2 feet near the pad
and berming. The mcreases diminish further upsfream. In some areas where tiie increases occur,
the water surface elevation soutii of the wall is higher ttian nortti of the wall (between Cross-
sections 40 to 110). Consequently, ttie East Village will not unpact tiie existing wall in ttiese
areas (see below for a discussion on ttie floodwall). Furthermore, tiie flow rate nortii ofthe wall
witti ttie East Village (472 cfs) is significantly less tiian FEMA's historic flow rate (805 cfs).
REC's analyses assume ttiat ttie wall openings do not exist. In reality, ttie regional solution is to
fill tiie openmgs or replace the wall witti a FEMA-certified floodwall m order to provide
adequate flood protection. FEMA certification wiU be required for FEMA to accept tiie wall m
any futiire floodplam map revisions. FEMA has several criteria including minimum freeboard,
stractural rigidity, public agency maintenance, etc. Smce ttie wall has been modeled as a
floodwall by REC, the ultimate wall is seen as one component of ttie regional solution. Once tiiis
wall is constincted, flow nortii oftiie wall not intermix with flow soutii of the wall until tiie flows
reach Agua Hedionda Lagoon. As a result, tiie East Village runoff will not impact tiie eitiier tiie
Calavara Creek floodplain south oftiie wall or tiie Agua Hedionda Creek floodplain.
A potential altemative to the floodwall and not intermixing nortii and soutti flows could be to
install an underground drainage facihty wittiin or along Cannon Road. This facility would
captiu-e ttie flow that is intended to be conveyed nortti of ttie wall. As a result, ttie facility would
extend from ttie box culvert outietting Detention Basin BJB to tiie culverts under Cannon Road
just east of El Cammo Real. The East Village storm drain systems would connect to ttiis facility.
Further engineering analyses would be required to investigate tiie feasibility of tiiis altemative.
This report shows that the regional solutions developed for ttie city of Carlsbad take into account
the post-development storm runoff from ttie East Village. Nonettieless, ttie East Village will have
some impacts on the floodplain north of ttie masonry wall. However, ttie regional solutions can
adequately mitigate tiiese impacts.
•
• APPENDIXA
100-YEAR HEC-1 ANALYSIS
HEC-1 WORKMAP
(NO SCALE)
• •
*************************************
FWODHiaasam BKKSGE
JW 1998
VEKSDOT 4.1
(HEC-l)
* Ftu tME 3CNJG04 TIME 19:14:09 *
* *
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* *
* O.S. HM{ (XRES CP msnmss *
* muecwsic wsss^Rnm CBHER *
* 609 SBXtO SIREET *
* DiWIS, CHLIBCraaA 95616 *
* (916) 756-1104 *
* *
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X X XXXXXXX xxxxx X
X X X X X XX
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2 ID vetoes FRCM THEIR 5/8/2002 REECRT.
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4 ID RB9UEXS SH3HINQ 430 CES SOOIH NX) 450 CFS N^OH OF WAEL
5 ID NCOE THKT TCOSL EICW KJOH CF WAEL AT EAST EM) IS 470 C3FS.
6 ID EN: FINRL.ICa 8-25-04
7 n) ******************************************************************
8 ID RJNOD asimt} 2-25-04 J-13182D
9 ID REWm) inVERSiai Rmira OKWE AT SEtJT FICH {^aaH SITE CF MSU,
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11 ID EN: 5EBJB3.HC1 ••••Wier OSRENT HW TD DATE****
12 ID ******************************************************************
13 ID RMOD C3SRE£Bro 2-25-04 J-13182D
14 ID FUST REVISKN CF BIB COHET BASS) CN HBC-1 EN: IGORSD.IO.
15 ID EN: 5EBJB1.HC1
******************************************************************
17 ID RJWOC C3WI£BaD 2-18-04 J-13182D
18 ID IiBKBE CtJIIfT: RBH'. CXBONQ BASS) CN AREA - 5.6'HIDB EV 4' TACIi
19 ID REVISED EKRHDR!f OOIIEr - 5.7'TML B!f 4.3'MIDE RCB
20 ID CKEAVHA ISM RATDO OCRUE ASSCMIN3 VALVES ARE OPEN DCRINS SKSM
21 ID VECtaSD WaWQC'S N IN BCOmC (nCREASED IN MDST CSSES)
22 ID AnraSTH) IA3S ECR BCS, C3, AH3, AIB, AHS, AM) AH8 BASED CN
23 ID VHCCTIY CSECS
24 ID XMHaS) WITH MEH IAS BASS) CN DCB REVIEH CF ULTIMATE LAM) tSE
25 ID AM) AERIAL EKHO DATED XXXX
26 ID EN: 100R5D.HC1
27 JD ******************************************************************
28 ID CJffAVERA HHiS/HCBHOSCN RANCH JUUf 25, 2003 J-13918
29 ID VECtaS> WTIH REUISH) GRHXEN3 OF CETENniCN BASIN BIB ERCM
30 ID CDKT COBUEJraNIS EN: lOOREV.ld
22_ 10 ******************************************************************
32 ID CSEAVESA HIUf/SCESaSCN RNCH SEPmCER 18, 2002 J-14004
33 ID HKIQSHECS RCXn.,RCC2, & RRCH XM«ia) TD SHOH AREA MCRIH CF
34 ID C»IOI ROAD CRAIMINQ TO NCRIH SICE HAEI, AT CALAVERA CRESC BEFCRE
35 ID caenoNa WITH EICW CN THE SOOIH SHE OF WAII, AT CAUVVHJA CREEK
3S ID MADCHES VESXTS) SHiTT EICW RKFIMB CURVE AM) OOTIKr GHJdRY IN
37 ID SHJT EICW MJAtaSIS (72BJBW .IC2) FN: B3BBIF.IC1
28 JJ) ******************************************************************
39 ID CSVIAVERA HHIB/KBHOSCN RANCH AOJET 5, 2002 J-13918
40 ID HBC-1 FOR DEDKIH) SEUT EICW RAITN3 OIWE AM) CUTLET (HMEIRif
41 ID IN SPLTT EICW ANALYSIS (72BIBU3 .IK2)
42 ID 100-YEAR WHH DEIHinEN KT BJB HC BJ ASStMHC OUT. lEVEUDEMENr
43 ID EN: H]EBJEF.IC3.
^ JP ***********************************************************
45 ID DIRVHOS FLOW TD THE NCRIH SIEE OP WALL BASED CN RESOLIS CF
46 ID HBC-2 SEUT EICW ANALVSIS (7280802 .IC2)
47 ID EN: 72BaBtIR.ICl
JJJ ***********************************************************
49 ID CSLAVHIA HlliS II BASIN IiaTMKIE BJB APRIL 23 , 2002 J-13918
50 ID M3IIFIH5 ECR OOILEr COinCL AT 72" PIIE
51 ID EN: 72BJEBja.ICl
52 ID **********************************************************
53 ID CHLAVHa wnifi II BASIN ULaTMKIE BJB AIRIL 2, 2002 J-13918
HEC-1 INEOT PAt^ 2
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lOO-YEAR 24-ICIUR DBIBnTCN WTIH CSADINS ERCM CDAY CCNSULIAinS
DAIE 2-25-2002. VWIPIS} WIIH 54" PIEG.
BASm 3C ARBV IMCREASQ} ERCM 0.85 TD 0.88 DCE TD AEDITICNAL
AREA ERCM VHIAS X.
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**********************************************************
cpixjmk. imie n BASIN QLTDSOB BJB AERIL 2, 2002 j-13918
100-YGAR 24-HXR EBIBniCN WTIH (3»DQ13 ERCM CDUT CCNSCUiaNIS
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MXHETH) ERCM ESraiOtB FUE WITH CCRRECT V3XMB5.
TmE: HHIKXO.IEI 10X7 BOX AM) 72" PIPE
**********************************************************
RCBERTSCN RMXH BASIN lUTIMATE BJB Mi»CH 21, 2002 J-14004
100-YEAR 24-HXR EEEEHTICN WHH (9ADINQ ERCM OCKC CtNSCmNIS
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RCBERISCN R»CH BASIN BJB JULST 2, 2001 J-14004
100-YEBR 24-HXR lUITMAIE AMALSfSIS CF BASIN BJB
WnH NEH (SKUNQ NEST CF EMALL BECM TD MAXIMEZE SICRMX
mi/E: RR100D.H3. 10'x7' BCK
**********************************************************
RCBOZESai WtXK BASIN BJB JUUT 2, 2001 J-14004
lOO-YSn 24-HXR INISRIM AI«IXSIS OF BASIN BJB
WITH NB< (SADINQ WEST OF SMALL BEEM TD MAXIMIZE SICRAGE
ENWE: RRLOOraCl
**********************************************************
fiDESsascs wtm BASIN BJB JLME 29, 2001 j-14004
100-YEAR 24-HXR INIERIM HCVLSSIS OP BASIN BJB TO EEIEI90ME
EEESr OF WIIHIN SCHXL STIS AM) CRADIN3 ECR
RCBERTSCN RANCH ADJACEOT TD BASIN BJB
ENMC: RR100I.H3.
**********************************************************
CALAVaSV HIU£ J-13918 MARCH 27, 2001
MXUFLB) ItJNlCSIS TO ANALifZE BASIN WTIH A BB91 AT THE
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FUENAME: C»L242.H:3.
***********************************************************
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54 ID
55 ID
56 ID
57 ID
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59 ID
60 ID
61 ID
62 ID
63 ID
64 ID
65 ID
66 ID
67 ID
68 ID
69 ID
70 ID
71 ID
72 ID
73 ID
74 ID
75 ID
76 ID
77 ID
78 ID
79 ID
80 ID
81 ID
82 ID
83 ID
84 ID
85 ID
86 ID
87 ID
88 ID
89 ID
90 ID
91 ID
92 ID
93 ID
94 ID
95 ID
96 ID
97 ID
98 ID
99 m 100 ID
101 ID
102 rr 103 IO
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104 KK BEiea
105 EM BAaO. ERCMOXinYOF tmD CKLCS
106 IN 30
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108 PI 0 .009 .007 .009 .009 .011 .009 .011 .012 .013
109 PI .014 .016 .017 .02 .023 .03 .045 .067 .088 .096
110 PI .082 .041 .027 .023 .021 .02 .019 .017 .016 .018
111 PI .01 .016 .015 .014 .015 .012 .013 .01 .01 .009
112 PI .01 .011 .01 .009 .009 .009 .009 .01 .009
113 BA 4.34
114 IS 0. 93
115 ID .739
116 KK BSBC2
117 IM KCOIE ¥Sai BASIN Bd THRCOCH BASIN BC2
118 RS 1 SKR -1
119 KC .014 .014 .014 1220 .0098
120 KX 20 50 70 70 100 100 120 130
121 By 410 410 410 400 400 410 410 410
122 KK Baec2
123 KM NCRK OF £H 78
124 EB 5.7
125 PI 0 .009 .007 .009 .009 .011 .009 .011 .012 .013
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130 BA 0.55
131 IS 0 91
132 TD .246
133 KKBCUSC2
134 KM CCMBINE BASB6 Bd AM) BC2
135 HC 2
136 KK EOBCS
137 KM KOTIE FRCM BASIN BC2 TESXXIH BASIN BCS
138 RS 1 SICR -1
139 RC .060 .080 .060 2000 .0125
140 RX 767.5 767.9 789.5 830.3 864 889.7 898.6 905.6
141 K^ 390.6 391 391.1 378.25 378 387.5 388.2 388.00
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143 KM scinH OF SH 78
144 IB 5.6
145 BA 1.18
146 IS 0. 91
147 ID .221
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148 KK BC2SBC3
149 KM camnns BASINS BC2 AM) BC3
150 HC 2
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160 BA 0.31
161 IS 0. 88
162 CD .133
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164 KM OCMBINE BASINS BCS AND BC4
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168 BA 2.83
169 IS 0. 92
170 ID .712
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175 SQ 0 622 1521.3 2091.0 2578.3
176 SE 360 365 370 375 380
177 KK 6CSHL
178 KM CTMBIME BUENA CPSSK BASINS AM) AHl
179 HC 2
180 KK RDVEQ
181 KM KCXHE BASm AHl AM) BCXNA CR^ BASINS THRCU3I BASIN HQ
182 RS 1 SKR -1
183 RC .060 .080 .060 8180 . 007
184 RX 0 100 200 300 600 800 900 1100
185 RY 400 380 360 340 340 360 380 400
186 KK AIO
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188 BA 0.83
189 IS 0. 92
190 XD .227
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192 KM tEOJN AT SHAtOHRIDZ
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195 SQ 0 190.8 405.0 547.1 618.3
196 SB 339.5 345 350 355 358
197 KK R33H2
198 KM RCmE FRCM BASIN AHJ THBCdSI BASIN HG
199 KS 1 SKR -1
200 HC .060 .080 .060 3000 . 013
201 RX 0 80 250 450 500 600
202 RY 400 380 340 320 320 340
700 750
380 400
203 KK AH2
204 EB 5.4
205 BA 1.41
206 IS 0. 87
207 tD .356
208 KKAHl-3iSC
209 KM CneiME BCENA CREQC BASDB HC AHL AM) HO WTIH AH2
* KD 0 2
210 HC 3
211 KK HE-AH7
212 KM Rons AH2 THR0U3IAH7
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213 RS 1 SICR -1
214 RC .08 .08 .08 7660 .023
215 RX 0 150 300 350 400 470 520 680
216 RY 400 340 300 280 280 300 340 400
217 KK AH4
218 EB 5.4
219 BA .70
220 LS 0. 90
221 tD .172
222 KKHH-AH5
223 KM RCmB AH4 THROUGH AH5
224 RS 1 SICR -1
225 KC .06 .08 .06 4900 .016
226 RX 0 50 100 220 300 450 600 700
227 RY 440 420 380 360 360 380 400 440
228 KK AH5
229 EB 5.3
230 BA .74
231 LS 0 92
232 tD .212
HBC-1 INEOT rang 6
LINE ID 1 2 3 4 5 6 7 8 9 10
233 KKCIMBIKE
234 HC 2
235 KKLEIMEIiCSB
236 KM remm AT VESOBB
237 KM Wira BECBNaUEAR 5.6'WILE BY 4'THLL CRIFICE AT EXISnMS CCIJraT
238 m BIVELIXE DATS) 1-14-04 IN JCB FTI£ 13182-D ECR BACKUP
* HD 0 2
239 RS 1 SaCR -1
240 SV 0 . 029 .162 .482 1.12 2.30 4.59 8.67 14.8 23.0
241 SV 33.4 45.8 52.6
242 SQ 0 55.44 152.53 215.71 264.19 305.06 341.07 373.62 403.56 431.42
243 SQ 457.59 482.34 494.26
244 SE 308 310 312 314 316 318 320 322 324 326
245 SB 328 330 331
550 650 750
280 300 320
246 KKAH5-AaS
247 RS 1 SICR -1
248 RC .08 .08 .08 5000 .002
249 RX 0 120 150 300 420
250 RY 320 300 280 260 260
251 KK AHS
252 EB 5.2
253 BA .91
254 IS 0 93
255 tD .259
256 KKOSIBINE
257 HC 2
258 KKEBINEARADAY
259 m VESSJS AT ERCXO^ tMWKC CRCBSIN3 5x5 BCB
260 KM SBB ENVELCSG DALED 1-13-04 IN JCB FII£ 13182-D ECR BiODP
* HD 0 2
261 RS 1 SICR -1
262 SA .000 .196 .432 . 924 1.32 1.77 3.09 4.30 5.36 6.20
263 SA 7.09
264 SE 221.84 224 226 228 230 232 234 236 238 240
265 SE 242
266 SQ 0 100 200 300 400 500 600 682.5 700
267 SB 221.84 225.91 228.46 231.55 231.90 234.72 238.56 244.16 245.43
268 KK flHS-7
269 m
270 RS 1 SICR -1
271 HC .08 .08 .08 2800 .02
272 RX 0 50 110 230 350 500 600 650
273 RY 220 200 180 160 160 180 200 220
SKR -1
.08 .08 3260 .02
50 no 230 350 500 600 650
200 180 160 160 180 200 220
HBC-1 INEOT PAGE 7
UNE ID 1 2 3 4 5 6 7 8 9 10
274 KK AHB
275 EB 5.0
276 BA .31
277 IS 0 92
278 tD .1
279 KK AH8-7
280 KM RCDIE HS TISOUGH AH7
281 RS 1
282 RC .08
283 RX 0
284 RY 220
285 KK AH7
286 EB 5.2
287 BA 1.12
288 IS 0 82
289 W .420
290 KK CTMBINB
291 KM COESm BASItG AH7 WTIH AHB AM) AHB
292 HC 4
293 KK OT7-AH9
294 KM RCUIH AET7 THROUS AH9
295 RS 1 SaCR -1
296 RC .08 .08 . 08 5260 .007
297 RX 0 80 200 250 650 950 1200 1300
298 RY 200 180 140 100 100 140 180 200
299 KK AH9
300 IB 5.0
301 BA 1.0
302 IS 0 87
303 tD .307
304 KK CCMBDS
305 HC 2
306 KK AH9-10
307 KM ROBIE AH9 THRDCIH AHIO (MDIEIED HKS)
308 RS 1 SICR -1
309 S7 4.5 7.5 12.8 35 60 88.1 101.9
310 9C3 500 1000 2000 4000 6000 8000 9000
311 KK AHLO
312 EB 4.8
313 BA .66
314 LS 0 89
315 VD .173
HBC-1 INEOT PA3E 8
LINE ID 1 2 3 4 5 6 7 8 9 10
316 KK CCteiNE
317 HC 2
318 KKAHIO-RCA
319 KM KOOIB AHIO WCOOai RCA
320 RS 1 SKR -1
321 RC .03 .03 .03 2780 .007
322 RX 0 10 26 35 52 95 100 120
323 RY 50 48 46 42 42 44 46 48
324 KK RCA
325 EB 5.0
326 BA .11
327 IS 0 85
328 tD .071
329 KK AGUAHQ)KICA TCOSL DISCHARGE
330 KM Cn>fiINE AHLO AM) RCA
331 HC 2
332 KK CL
333 KM BASNl ERCM OXNTY CF SAN 01033 CAICS
334 IN 30
335 EB 5.5
336 PI 0
337 PI .014
338 PI .082
339 PI .01
340 PI .01
341 BA .87
342 IS 0 90
343 tD .409
344 KHSXDEQ^ICBE
345 KM DEXAINMEARN. MQJ336E
* KD 0 2
.009 .007 .009 .009 .011 .009 .011 .012 .013
.016 .017 .02 .023 .03 .045 .067 .088 .096
.041 .027 .023 .021 .02 .019 .017 .016 .018
.016 .015 .014 .015 .012 .013 .01 .01 .009
.011 .01 .009 .009 .009 .009 .01 .009
346 RS 1 SICR -1
347 SV 0 0.32 1.13 3.37 21.53
348 SQ 0 454.2 688.8 770.4 962.9
349 SE 326.95 335.0 338.0 340.0 345.0
350 KK CL-C2
351 KM KXJis CL •msaxM cs
352 RS 1 SICR -1
353 HC .06 .08 .06 18380 .014
354 RX 0 80 300 600 650 1000 1350 1700
355 RY 300 280 260 240 240 260 280 300
356 KK C2
357 EB 5.3
358 BA 2.72
359 LS 0 91
360 CD .480
HBC-1 IMOT EMS 9
UNE ID 1 2 3 4 5 6 7 8 9 10
361 KK cneiNE
362 HC 2
363 KKLETCALA
364 KH EBmiN AT CALUSO^ LAKE
365 KM SS CARD BASED CN 100% StEMmSL EU»5 ECR
366 KM CCeCBESS SPHIMSY-EBSSJ/CBvL 2004
367 VD 3 2
368 RS 1 OEV 209.0
369 SV 0 30.5 63.0 73 93 113 171 186
370 SV 335 455 490 526 565 605 647 692
371 SB 180 190 195 196 198 200 204 205
372 SE 212 216 217 218 219 220 221 222
* SS 216.5 140 2.64 1.5
373 SQ 0 33.3 35.5 37.7 39.7 41.6 43.5 44.4
374 9Q 1323 2562
375 SB 180 194 198 202 206 210 214 216
376 SE 220 222
377 KK C2-C3
378 KM BdUIS C2 THHODCH CS
379 RS 1 SKR -1
380 RC .05 .06 .05 5620 .021
381 RX 0 200 250 300 800 900 1100 1400
382 RY 200 160 120 100 100 120 140 160
383 KK C3
384 KM AREA ADJtBIH) TD IMUEB CAIAVS!A HHIS ii (+0.03 SQ. Ml.)
385 EB 5.1
386 BA .88
387 LS 0 89
388 tD .201
389 KK OieiNE
390 HC 2
391 KK DEQGJB
392 KM I£IAIN AT CONSIREAM EtC CF BASIN C3 AKA BASIN BJB EICW-TEU Bf
393 KM iimMKiE cacmcN wrm io"X7' BCK & 72" RCP
* M3 0 2 0 0 22
394 RS 1 SICR -1
395 SV 0 .002 .02 .08 .23 .57 1.23 2.29
396 SV 17.66 25.24 35.08 47.48 62.74
397 SB 62 63 64 65 66 67 68 69
398 SE 72 73 74 75 76
399 SQ 0 100 200 300 400 500 600 700
400 SQ 855 885 1000
401 SE 62 64.65 66.21 67.52 68.68 70.02 71.58 73.27
402 SB 75.0 75.35 76.72
* SQ 200 400 eoo 800 1000 1051.6 1120 1200 1250 1292
* SE 64.3 65.7 66.8 67.8 72.5 73.3 74.1 74.8 75.1 75 9
205 242
206 208
45.0 404
217 218
3.78 5.30
70 70.8
760 819
74.32 74.59
m
HBC-1 INPOT EW3E 10
LINE ID 1 2 3 4 5 6 7 8 9 10
403 KK DIWE
* ¥D12
404 KM PCRTKN OF BJB EICH DIVERTH) TD MKIH SIEB OF WALL
405 KM ERSJMINARY RATINQ CURVE BASQ) CN MDIFIED HBXMAIL AT 8X8 BCK
406 IM AT EL CSMINO REAL
407 DIDIVMKIH
408 DI 0 394 878
409 DQ 0 0 450
* DI 0 523 1292
* DQ 0 0 625
410 KK 04
411 EB 5.2
412 BA 1.24
413 LS 0 88
414 tD .513
415 KK EBDCl
416 KM rEDUN AT DCNGIKEAM QC CF BASIN C31
417 KM EREUMINARY tESIGN CF LETENnCN BASIN BJ FRCM RAMH3 CARLSBAD CHAINEL
418 IM HC BASIN PROJECT
-1
46.96 63.05
349 377.8
76 78
* KD 0 2
419 RS 1 SKR -1
420 SV 0 .12 .36 .87 3.98 11.08 21.19 33.09
421 SQ 0 46.5 85.4 130.5 194.5 242.6 282.7 317.4
422 SB 62 64 65 66 68 70 72 74
423 KK aa49INE
424 HC 2
425 KKa&-Rac
426 KM RomE cs HC 04 THROOOL ROC
427 RS 1 SKK -1
428 RC .03 .04 .03 3900 .016
429 RX 0 190 280 300 310 325 390 820
430 RY 48 48.4 48 42 42 46 46 48
431 KK RDCl
432 IB 4.8
433 BA .0545
434 LS 0 87
435 tD .108
436 KK CUIUJMJ
437 KM CAIAS/ERA CKbUC TOIAL niSCHAISS
438 HC 2
439 KK AlbOC
440 KM POJh. HEDICMIA HC CAIAVH?A CREEK (SOtflH CP WALL) TOTAL Q AT OR BRUXSE
441 HC 2
HBC-1 INEOT EWS 11
ID 1 2 3 4 5 6 7 8 9 10
442 KK REIDIV
443 EHCaVNaaH
444 KK B3MR
445 KM ROUIE nLVERXBD EICH ALCN8 THE MRTH SHE OF THE WALL
446 RS 1 SKR -1
447 RC .03 .03 . 03 4400 . 0125
448 RX 17 20 20.1 61 108 133 139 140
449 RY 50 50 44 40 38 50 50 50
450 KK HDC2
451 EB 4.8
452 BA .208
453 LS 0 87
454 CD .185
455 KK BCK
456 HC 2
457 KK RRCH
458 PB 4.7
459 BA .425
460 LS 0 87
461 tD .167
462 KK EX_ax8
463 HC 2
^64 KK CCMBINE
is HC 2
466 KK BBtiDOitiEIBEm OF SOI.
467 EB 4.7
468 BA .508
469 LS 0 87
470 tD .280
471 KK CCMBINE
472 HC 2
473 ZZ
INEOT
LIME
NO.
104
116
122
136
157
^1^17
scHQ4Anc vaasn CP EOREAM NKLWUKK
(V) KXJITN3 ( >) DIVERSKM CR EtMP EICW
(.) COMBCKR (< ) RKIURN (F DIVERTED CR EU1PED EICH
Basa
v
V
KTBCS
BSNBC2
133 BC1SBC2.
V
V
RTBCS
142
148 BC22SC3.
V
V
151 KIB04
:63 BC3SS04
BCSHL.
V
V
RTAIQ
166
171
177
180
186
191
197
203
208 AHI-3SBC.
V
V
211 AH2-Ain
222
BaiBC3
BStffiC4
HQ.
V
V
EEISYC
AIO
V
V
EEISHHX)
V
V
KTKQ
AH2
AIM
V
V
AIH-AH5
228
233
235
246
251
256
258
268
AHS
CCHBIMB.
V
V
V
V
HC-HiS
CDfiLIS.
V
V
LdNEARA
V
V
AH6-7
V
V
Hf7-AH9
a^CINE.
V
V
AH9-10
293
299
304
306
311
316 CtMBINB.
V
V
318 AHIO-RCA
324
329
332
i44
»3UA.
AIS
AHLO
RCA
d
V
V
IXIEJMBL
V
V
HS
274 AHB
v
v
279 AH8-7
r AH?
f
290
a-c2
356 C2
361
363
377
383
389
391
407
403
410
415
F<23
425
431
436
439
CCMBHS.
V
V
EEKALA
V
V
C2-a
COGINE.
V
V
CBLNBJB
Diwr
CCMBINE.
V
V
a&-ROC
OCKJIAL
AHfCC.
C3
-5DIVMKIH
C4
V
V
IKINC4
RCJCL
443
442
444
.<-
KKIUIV
V
V
RTNCR
-DIVNCKIH
450 R0C2
455 BCK.
457 RRCH
462 EX 8x8.
'464 Ca/EBE.
DSAH
471 OCtCOE
(***) wxaee AISO ccmimi AT THIS ICCATICN
mCPF SUMARY
EICH IN CUBIC WEI ECR SBCOC
TDC IN HXRS, msii. IN SQUARE MILES
OEB^KTICN SnUTOH
EEAK TDE CF AVERMS EICH FCR MAXDCM PBUCD
EICH PEfK
6-HXR 24-HXR 72-HXR
BASIN MAXIM:H THC CF
ARBV SIAGE MAX STHS
HYLROGRAEH AT
BENBd 2744. 10.58 1453. 598. 576. 4.34
RCUIED TO
KIBC2 2743. 10.58 1453. 597. 575. 4.34
404.02 10.58
HYLKXRAEH AT
B&rBC2 350. 10.08 168. 69. 66. .55
2 CCtdNED AT
BdsaCZ 3052. 10.58 1620. 666. 642. 4.89
ROUia) TO
HTBC3 3046. 10.58 1620. 664. 639. 4.89
386.24 10.58
HYLRCGRAEH AT
BE^BC3 739. 10.08 353. 145. 139. 1.18
2 CndNBD AT
BC2£BC3 3693. 10.50 1970. 809. 779. 6.07
ROOTS) TO
KIBC4 3677. 10.58 1969. 804. 775. 6.07
361.78 10.58
HYCROCRAEH AT
BSNBC4 182. 10.00 85. 35. 33. .31
2 ajt/BDM) AT
BC3ffiC4 3826. 10.58 2053. 839. 808. 6.38
HUROGRAEH AT
AHl 1673. 10.58 877. 359. 346. 2.83
RCXJTED TD
EEISYC 1663. 10.67 877. 359. 346. 2.83
371.24 10.67
2 Cn«INQ3 AT
BCSm 5481. 10.58 2931. 1198. 1154. 9.21
RCUIED TD
RTME 5172. 10.92 2892. 1180. 1136. 9.21
343.97 10.92
HUKOGRAEH AT
AH3 507. 10.08 243. 100. 96. .83
RCUIED TD
EE3SHAD0 457. 10.50 243. 100. 96. .83
351.83 10.50
RCOTED TO
ROaC 454. 10.67 243. 100. 96. .83
321.25 10.67
HHRCGRAEH AT
HE 756. 10.17 366. 149. 144. 1.41
3 aomoM) AT
HI1-3SBC 6234. 10.75 3489. 1428. 1376. 11.45
KXJISD TO
AH2-AH7 6159. 10.92 3481. 1420. 1368. 11.45
288.06 10.92
HOKCXRAEH AT
AKI 416. 10.00 196. 80. 77. .70
ROUIED TD
AH4-AH5 399. 10.17 196. 80. 77. .70
360.70 10.17
miROGRAEH AT
AHS 443. 10.08 212. 87. 84. .74
2 OSGINED AT
CaiEUiE 839. 10.08 407. 167. 161. 1.44
ROOTHJ TO
ROOTED TD
EEIMEIRO
AHS-AHS
489. 11.00 406. 167. 161. 1.44
465. 11.92 389. 164. 158. 1.44
330.53 11.OO
262.01 11.92
HXEROGRAEH AT
AHe 539. 10.08 261. 107. 103. .91
2 CCfEWED AT
CCMBDIE 906. 10.17 638. 272. 262. 2.35
BOOTED TO
RDUIED TO
LKlNtARA
AH6-7
642. 11.42 607 . 271. 261. 2.35
641. 11.67 607 . 270 . 260 . 2.35
241.39 11.42
160.88 U.67
HHKOGRAEH AT
AHS 177. 10.00 83. 34. 33. .31
BDtltED TD
AH8-7 173. 10.08 83. 34. 33. .31
160.24 10.08
HZCROGRAFH AT
Hn 491. 10.33 239. 98. 94. 1.12
4 COmOMD AT
COGINE 7305. 10.83 4392. 1822. 1755. 15.23
BCUIED TD
Hr7-AH9 7020. 11.17 4376. 1809. 1743. 15.23
103.66 11.17
taacGBmi AT AH9 491. 10.17 235. 96. 92. 1.00
2 CCMBIMSJ AT
OMINE 7275. 11.08 4596. 1905. 1835. 16.23
BOOTH) TO
AH9-10 7207. 11.25 4593. 1990. 1934. 16.23
HXCRDCRAEH AT
AHIO 332. 10.00 156. 64. 61. .66
2 CXIGINED AT
CnVBINE 7328. 11.25 4733 . 2053. 1995. 16.89
ROOTED TD
AH10-R3V 7321. 11.3 4732 . 2052. 1391. 16.89
49.40 11.25
HaROGRAEH AT
2 CCMBINED AT
HUKOGRAEH AT
ROUIH) TD
ROOTH) TD
mCRCGRAEH AT
2 CneiNED AT
BOOTED TO
BDOTH3 TD
HaR0C3!AIH AT
2 CCMBINED AT
ROOTED TO
DIVERSKN TO
KA 54. 10.00 24. 10. 10. .11
KJJA 7338. 11.25 4754. 2062. 2000. 17.00
d 505. 10.25 249. 102. 98. .87
CHEIMQ. 504. 10.25 249. 102 . 98. .87
d-C2 361. 11.00 235 . 98 . 95. .87
C2 1519. 10.33 760. 311. 299. 2.72
Cn«INE 1831. 10.42 988 . 409 . 394 . 3.59
DEICALA 967. 11.58 661. 285 . 276 . 3.59
C2-C3 959. 11.83 659 . 284 . 275 . 3.59
CS 475. 10.08 224 . 91. 88. .88
OMINE 1094. 11.67 777 . 376 . 363 . 4.47
EEINBJB 878. 13.08 755 . 375 . 363 . 4.47
DIVNCRIH 450. 13.08 336 . 98 . 95 . 4.47
HXCROCSAEH AT
DIVOC 428. 13.08 419 . 277 . 268 . 4.47
HmROGRAEH AT
C4 629. 10.42 314. 128. 123. 1.24
BOOTED TO
rEniC4 348. 11.42 296. 128. 123. 1.24
2 CCMBINED AT
CEMBUE 762. 11.67 712 . 405 . 391. 5.71
BCXJIH) TD
C3&-BX 762. 11.75 712 . 403 . 390 . 5.71
mSICGCIPiER AT
BXa 26. 10.00 12 . 5 . 5. .05
2 COBIMD AT
OCroiAL 769. 11.75 722 . 408 . 394 . 5.76
335.64 10.25
240.99 11.00
219.23 U.58
100.17 11.83
75.27 13.08
75.91 11.42
45.84 11.75
2 COGBM) AT
HSIROGRAEH AT
BOUTED TO
HYCROGRAEH AT
2 CCMBINS) AT
HUKOCSAEH AT
2 COdNED AT
2 dSeiNQ) AT
HYEROGRAEH AT
2 aCMBUM) AT
AH*OC 8101. 11.33 5473. 2470. 2395. 22.76
KEIDIV 450. 13.08 336 . 98 . 95. .00
KTHCR 449. 13.25 335 . 98 . 95. .00
RaC2 99. 10.08 46. 19. 18. .21
BCK 472. 13.17 356. 117. 113. .21
RRCH 198. 10.00 92 . 38 . 36. .43
HC_8x8 517. 13.08 410. 155. 149. .63
CnCINE 8401. 11.33 5876 . 2624 . 2544 . 23.40
E6AH 231. 10.17 110. 45. 43. .51
OaCINE 8499. 11.25 5977 . 2669 . 2587 . 23.91
40.32 13.25
NCBMAL EM) OF HBC-1 ***
APPENDIX B
100-YEAR HEC-RAS ANALYSIS
CALAVERA CREEK EXISTING CONDITIONS
NORTH OF WALL
' 'Jsr .1'.' r
ut: ill
sl.
if'*., , ""l-l \.
h: Reactvl Proflle: PF 1
QroW MnChQ Val CM' Frauds a Cd>
fffoiTi, ,7i '
- (COI- ' • mt • m --1 mt •'il (•qflf*,'-
472.00 38.00 40.6 39.9 41.10 0.005008 5.68 83.13 32.00 a62
472.00 36.70 41.3 41.34 0.000639 2.31 212.27 72.01 053
472.00 37.50 41.4 41.55 0.001517 2.82 172.69 80.29 0L33
472.00 40.50 42.4 42.4 42.84 0.019704 5.54 86.02 103.62 1.03
472.00 42.00 44.0 43.3 44.13 0.002924 2.77 17258 140.49 0.42
472.00 42.60 •4.3 44.48 0.007526 3.S7 133.28 146.26 a64
472.00 43.50 45.1 45.1 45.60 0.018290 6.04 82.78 87.00 1.02
472.00 44.80 46.7 46.77 osxau* 2.02 235.03 240.73 a35
472.00 45.90 47.4 47.61 0.009140 3.65 129.47 177.15 0.70
472.00 47.00 48.5 48.56 0.002645 2.18 216.59 249.16 0.38
472.00 48.40 49.6 49.6 49.97 0.020863 4.71 ioai2 177.17 1.01
472.00 49.00 51.6 51.77 0.005464 3.79 131.49 112.72 a58
472.00 49.00 52.3 52.60 0.007250 4.72 100.13 73.96 0.68
472.00 51.00 53.1 53.1 53.83 0.016158 6.71 71.75 66.44 1.00
472.00 52.00 54.6 54.70 0.002936 2.76 174.63 153.18 0.42
472.00 54.00 56.4 56.4 57.18 0.016345 6.88 68.56 S9.4i 1.01
472.00 54.90 57.5 57.70 0.001967 3.56 143.67 81.63 a39
472.00 56.00 58.0 58.16 0.002828 3.54 135.34 84.24 a4s
472.00 55.00 58.5 58.62 0.001744 3.23 15131 80.76 a36
472.00 57.00 58.9 59.22 0.004529 4.27 11170 81.88 0.56
472.00 58.00 59.9 60.25 0.006463 4.75 101.34 76.39 0.65
472.00 5800 60.0 60.62 0.000991 0.87 96.41 7051 051
m
a
§ 1
<-.015
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow fbr Plan 1
RS = 280
+
80
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow fbr Plan 1
RS = 270
-^j* .035 *|< .045 >|
60 80
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow for Plan 1
RS = 260
.015 >|< .035 >|< .045 -
Legend
WSPF1
Ground
Ineff
Bank Sta
40 60 80 100 120 140 160
Station (ft)
o
CD >
Ui
s
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow fbr Ran 1
RS = 250
.045- >|
120 140 80 100
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Ftow fbr Plan 1
RS = 240
.035 4« .045 -
160 180
180
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow fbr Plan 1
RS = 230
250
Station (ft)
UJ
g
CO
I
UJ
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow fbr Plan 1
RS = 220
-4— "
100
station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow fbr Plan 1
RS = 180
.035 >|< .045 -
100 150
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow for Plan 1
RS = 170
-*|« .035 >|< .045 -
Legend
WSPF 1
Ground
Ineff
Bank Sta
40 60 —I— 80 100
Station (ft)
Ul
Ul
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow fbr Plan 1
RS = 160
60
58
56
<.015
54
52
50
48#=
-.035
20 40 60
Station (ft)
—I r-
80 ,100
REC Interim Analysis
Geom: North of Wall - REC Interim (Beometry Row: 100-Year Flow for Plan 1
RS = 150
100 150
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim CJeometry Row: 100-Year Ftow for Plan 1
RS = 140
<- .015 ^4< .035 >j<
200
Station (ft)
250 300 350
"120
200
400
o
'•a
5
UJ
REC Interim Analysis
Geom: North of Wall - REC Interim Geometiy Flow: 100-Year Ftow for Plan 1
RS = 120
100 300 200
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim C5eometry Flow: 100-Year Flow fbr Plan 1
RS = 110
.035 >[«- .045 -»|
& 55-
200 250
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Ftow for Plan 1
RS = 100
<.01
65
60
& 55
to
I 50H
45
40
.035--.045
—I—
50 100 150
station (ft)
200 250
400
Legend
WSPF1
Ground
Ineff
Bank Sta
300
J2
UJ
1
UJ
REC Interim Analysis
Geom: North of Wall - REC Interim CSeometry Flow: 100-Year Ftow for Plan 1
RS = 90
100
station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Ftow: 100-Year Flow for Plan 1
RS = 60
>|< .045
Legend
100 150
station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Ftow for Plan 1
RS = 50
.035 >|< .045 >|
50 100
station (ft)
150 200
i
UJ
g
J UJ
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Ftow: 100-Year Ftow for Plan 1
RS = 40
>|< .045 >|
100 150
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow for Plan 1
RS = 30
< .015 H* .035 4<
36
20 40 100 60 80
Station (ft)
REC Interim Analysis
Geom: North of Wall - REC Interim CSeomefry Flow: 100-Year Flow for Plan 1
RS = 20
120 TJo
44ii
43:
42:
41:
40:
39-
REC Interim Analysis
Geom: North of Wall - REC Interim Geometry Flow: 100-Year Flow for Plan 1
RS = 10
-.035-
Legend
WSPF1
Ground
Bank Sta
38*-t--T r-
5 10 15 20 25 30 —I 35
Station (ft)
• APPENDIX C
100-YEAR HEC-RAS ANALYSIS
CALAVERA CREEK PROPOSED CONDITIONS
NORTH OF WALL
•
HEOfiAS Plan:02 Riv«rRIVER.1 Raade Reach.1 PrnfDKPFI
MitCha
- (ff -
waao* CnlWS. CG Slnpa MChnl
mi
Fow Araa
mil
T-^WIdil
_fi9
FmudafCM
472.00
472.00
472.00
472.00
g 472.00
472.00
472.00
472.00
472.00
47i00
41.34
4Z4 5.54
5.77 83.97
45.33 100.75
42.40 45.69 0.003593 122.75
44.00 48.07 0.006621 103.99
48.55
50.1
0.66
48.40 0.001253 267.83
49.00
671
2.76
sa4
58.16 0.002828 135.34
55.00 0.001744 151.31
57.00 0.004529 112.70
4.75
55.80 60.1 4.90
3.61
103.62
59.17
7352
295.99
244.53
107.55
75.01
66.44
61.68
0.62
0.23
0.33
1.03
0.84
0.66
aso
0.65
1.01
0.49
0.58
0.07
0.28
1.03
0.57
1.00
a42
1.01
0.39
0.45
a36
a56
0.65
0.42
0.22
•
UJ
g
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Ftow
RS = 290
10
station (ft)
PA-22 /^alysis
Geom: North of Wall with PA-22 Ftow: 100-Year Flow
RS = 280
^-
40
station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Ftow
RS = 270
.035 >|< '• .045 -
Legend
station (ft)
•
UJ
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Ftow
RS = 260
80
station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS = 250
- .035 »|< .045
80 100
station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS = 240
.035 >|< .045 -
Station (ft)
g
us
c o
ffl
UJ
75
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Row
RS = 230
->|< .045- >|
100 150
station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Flow
RS = 220
-*|< .045 -
200
100
station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Flow
RS = 180
- .035 >|< .045 -
250
200
250
station (ft)
o
••S3
I
US
O 1
Ul
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 10O-Year Row
RS = 170
40 60
station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS = 160
.035 H* .045 -
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Fk)w
RS = 150
•
> a
Ul
o •a
ffl
UJ
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Flow
RS = 140
50
60 -.015^*
200
Statton (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Flow
RS = 120
.035 >[*—
200
Station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS= 115
56
54
& 52
.015--.035-.045-
50-
48 ^^^^^^^
40
Station (ft)
60
Legend
WSPF1
Ground
Ineff
Bank Sta
80
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Ftow
RS = 110
->|*—.045—>|
Station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS = 100
-.035-
20
52
50
48-
.015-
' ' 4^^ ' ' ' 60 ^
Station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS = 90
.035 >|< .045 -
80
Legend
WSPF1
Ground
A
Ineff •
Bank Sta
60
Station (ft)
80 100 120
•
ffl
UJ
c o
ffl
UJ
PA-22 Analysis
Geom: North ofWall with PA-22 Ftow: 100-Year Flow
RS = 60
20 40 60
Station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS = 50
-.035-
80
Station (ft)
PA-22 Analysis
Geom: North ot Wall with PA-22 Ftow: 100-Year Flow
RS = 45
100
*|<-.045-^
Station (ft)
m
m
1
UJ
ffl
UJ
-.015-
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Flow
F{S = 40
—I— .035-.045-
50 100 150 200
Station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Ftow: 100-Year Flow
RS = 30
60 80
Station (ft)
PA-22 Analysis
Geom: North of Wall with PA-22 Flow: 100-Year Flow
RS = 20
.035 >|«-
Legend
WSPF1
Ground
Ineff
Bank Sta
- / \ I . - • • : _ :: :.:.
- §^r^ — / — i E
_ _i i„
250
J I _ Legend Legend
/ [ WSPF1
i'
Ground
i'
Ineff •
Bank Sta
140
•
PA-22 Analysis
Geom: North of Wall with PA-22 Row: 100-Year Ftow
RS = 10
4411
-.035-
43:
42:
41:
40
39 ^^^^
38^ -1 r—\ r-—r-
10
'•'1—
15
—I r-
20
Legend
WSPF1
Ground
Bank Sta
25 30 35
Station (ft)
APPENDIX D
100-YEAR HEC-RAS ANALYSIS
CALAVERA CREEK EXISTING CONDITIONS
SOUTH OF WALL
MkiChQ waevM CHtWS EQLEIaV EG Sbpe Vel Clri TdpWkMl noudeUCM-i
(It) w (19 . '.miff. (#>'
•
769.00 36.19 4aB 48.90 0.000167 2.55 386.16 43.10 0.13
769.00 3654 48.9 4&91 0.000087 1.79 607.84 88.00 0.09
769.00 3&49 48.9 48.92 0.000078 1.77 722.39 124.60 0.09
769.00 36.77 48.9 4&9S 0.000129 2.06 592.90 118.80 0.11
769.00 37.48 48.9 49.00 0.000232 2.70 422.87 86.10 0.15
769.00 38.02 49.0 49.07 0.000409 3J2 370.94 114.30 0.18
1 769.00 37.76 49.0 49.17 0.000393 355 341.78 123.40 0.19
1 769.00 39.14 49.1 49.37 0.000997 4.73 207.64 47.17 059
j 769.00 41.90 49.4 49.85 0.001605 5.19 162.70 38.15 OM
768.00 46.03 515 515 5Z77 0.012153 10.79 79.68 24.99 0.95
j 769.00 45.91 54.0 54.71 0.003366 6.82 118.51 2855 0.51
769.00 47.13 S4.8 55.56 0.002727 7.80 130.42 30.78 0.52
1 769.00 48.85 55.6 56.50 0.003214 8.04 114.09 27.45 0.57
c o
ffl iu
o
>
UJ
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year t>ased on WWCs Final.hcl
RS = 2980
.035 »|<
Station (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year based on WWCs Final.hcl
RS=2700
>[< .035 »|< .04 -
Legend
WS New Hydro
Station (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year based on WWCs Final.hcl
10 15 20
Station (ft)
25 30 35
g
a
ffl
UJ
g, c o
5 ffl
54
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year based on WWCs Final.hcl
RS = 2100
+ : Legend
Station (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 10O-year based on WWCs Final.hcl
RS = 1810
.04 sj*- .035 ^04»j
100 150
Station (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Row: 100-year based on WWCs Final.hcl
RS = 1470
*|<.035>|<:04i|
Station (ft)
a > ffl
UI
g, c o '.a
CO >
ffl
UJ
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year based on WWCs Final.hcl
RS = 1230
>j*-.0
-f 50 100 150
Station (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex How: 100-year based on WWCs Final.hcl
RS = 1000
200 250
Statton (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year based on WWCs Final.hcl
RS = 750
»|<.035>|«;04>j
Station (ft)
ffl
UJ
60-
55-
£ 50-
45
40-
35H
60-
55-
S 50-
S 45-
40-
35-1
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 10O-year based on WWCs Final.hcl
RS = 580
*|<.035>|<.04>|
Legend
WS New Hydro
Ground
Bank Sta
20
100 150 200
Station (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 10O-year based on WWCs Final.hcl
RS = 400
-*|<.035>|«.04*|
Legend
WS New Hydro
(Ground
Bank Sta
50 100 150
Station (ft)
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year based on WWCs Rnal.hcl
200
RS = 310
.04--^|< .035 »|<- .04 ->|
Legend
WS New Hydro
Ground
Bank Sta
40 60 80
Statton (ft)
100 120 140 160
•
ffl
UI
Exist Cond with WWC Final.hcl Qs
Geom: RC_ex Flow: 100-year based on WWCs Final.hcl
RS = 50.11
Legend
WS New Hydro
Ground
Bank Sta
Station (ft)
•
NORIH OF mu.
sam OF wa
HEC-RAS WORK MAP
SECTION 16
•
CIVILDESIGN®
HYDROLOGY/HYDRAULICS
Operators Manual
COPYRIGHT 1991- 1998
JOSEPH E. BONADIMAN AIVD ASSOCIATES, INC.
ALL RIGHTS RESERVED
I
*** REGISTERED TRADEMARKS ***
CIVILDESIGN and CIVILCADD are Registered Trudemarks and are the excludve properties of Joseph E.
Bonadiman and Associates, Inc.
** DISCLAIMER **
Every reasonable effort has been made to assure that the results obtained from this
CIVILD£SI6N<l^CIVIIX:ADIXi> software are correct; however, Joseph E. Bonadiman and Associates, Inc.
assumes no responsibility for any results or any use made of die readts obtained by u»ng these programs.
*** LIMITED WARRANTY ***
Even though Joseph E. Bonadiian and Assodates, Inc. has tested the CIVILDESIGN® CIVILCADIXD software
and reviewed dds document, Joseph E. Bonadiman and Assodates, Inc. makes no warranty or representation,
either exposed or faiqilied, with reflect to the CIVILDESICMiS/CIVILCADIXD software, its quality, performance,
merdumtabiiity, or fitness for a particular purpose.
In no event will Joseph E. B onadiman and Associates, Inc. be liable for direct, indirect, special, incidental, or consequential
damages resulting from the use, or misuse, of the CIVILDESIGN® sof tware, or for any real or discemed defects in flie
software or its documentation.
CIVILDESIGN® Manual Page 1
In particular, Joseph E. Bonadimaii and Associates, and/or CivilDesign Corjrortation,
shall have no liability for any programs, or data stored or used with, or any products thereof
produced by the CIVILDESIGN^^ software.
The warranty and remedies set forth above are exclusive and in lieu of all others, oral or
written, express or implied. No agent or representative of Joseph E. Bonadiman and As-
sociates, Inc. is authorized to make any modification, extension, or addition to this warranty.
*** DOCUMENTATION ***
This document contains proprietary information which is protected by cop5night AU rights
are reserved. No peirt of ihis doctunent may be reproduced or translated to another language
with the prior vmtten consent of Joseph E. Bonadiman and Associates, Inc. The information
in this document is subject to change v^thout notice.
Page 2 CIVILDESIGN^^^ Manual
Overview
Overview
Hydrology/Hydraulics Menu
These programs are used to design open and dosed charmel structures and to perform
hydrology calculations and analyses. Each program level is briefly described below, and in
greater detail in subsequent sections of this manual.
See Appendix A for initial diskette loading instructions, if you have not already loaded the
programs onto your PC.
Enter CIVILD to access the Hydrology/Hydraulics Menu shovm below.
CI.y.ItCy\DDjr:CiyH.OESiqN Ei^ineerlng. software
MYDROU.QGY/HjrpRAUEijCS P K 0 fi K A H S :
The following prograas are available: ^^t^
1 - Rat;jBnal iHydeStpgy metiiod prDgran»,.(j, >;s \ ^''tS^ XL
5-2 - Unit jj^fflgr'aph liiethdd programs
3- Flood Hydrograpii routing. ,»,A"\<}r.. ..'•'A.^J- '
4 - watiSfe SSir.f&ce Prsssure (Sradi ent (USPG):
5- General Kj^fdalfijE^^ (Irregular 6haht1<!t> Trapezoidal;
Box, Wpii Wl er, Street, Street Inlet; Pump; Turbine)
6 - single pipe flow, pressure/nmipressure.
7- Sanitary Sewer Network Design/Analysis. -> :
8 - None, Exit progran.
Enter progran option desired >
Menu item #1 is used to calculate storm rtm-off using the Rational Method. CIVILDESIGN
Rational Method programs currently available include the Universal Method for use in any
geographical area, and specific programs for use in San Bemardino, Riverside, San Diego,
Kem (and City of Bakersfield), and Orange Counties, Califomia. Also available is the Los
Angeles and Ventura Counties rational method storm run-off programs for areas of 100 acres
or less, and tiie Los Angeles County Modified Rational (F0601) program. See Section 1 for
more information.
Menu item #2 is used to calculate storm nm-off using the Unit-Hydrograph Method.
C/F/ZZJESTGiST Unit-Hydrograph programs currentiy available include the Uiuversal Method for
use in any geographical area, and specific programs for use in San Bemardino, Riverside,
Orange, Kem, Los Angeles, and San Diego Coimties, Cahfomia. See Section 2 for more information.
Menu item #3 is used to perform storm run-off routing calculations, and is designed to assist
the engineer in designing or evaluating channels, retarding basins, flow-by basins, or comput-
CmLDESIGN^^^ Manual Page 1
Hydrology/Hydraulics Menu
ing and displaying the resultant hydrograph Eifter routing it through a channel, or combining
fhe resulting hydrograph with another hydrograph. For Southem Califomia users, this level
also includes a routing program for Los Angeles County that models retarding basins using a
FO601 Hydrograph file. See Section 3 for more information.
Menu item #4 is used to access the Los Angeles Coimty Water Surface Pressure Gradient
programs. The original main frame programs are public domain programs from which these
PC CIVILDESIGN versions were developed. We have written input and edit routines that allow
you to enter and edit data vdthout having to consider fhe specific main frame card format
column locations for each data element. A Help routine has also be added to assist you. See
Section 4 for more information on the L.A. County WSPG Programs.
Menu item #5 is used to calculate either the flow capacity or fhe amount of flow in
Irregular-shaped, Trapezoidal, and Box channels, in Pipes, and through Weir stmctures.
Program can also calculate flow rates for up to 10 channel stractures in a system, in either
pressure or non-pressure flow, through a range of up to 100 depth steps. Program also
analyzes street flow, witix or without street inlets, and analyzes Pump/Turbines. See Section
5 for more information.
Menu item #6 is used to quickly evaluate a single pipe under pressure or nonpressure
conditions using various types of conditions. See Section 6 for more information.
Menu item #7 is used to design a new saniteuy sewer system or to analyze flows in an existing
system. In the design mode, the program calculates and tabulates the flow in each line and
the total flow in the system, and calculates pipe sizes, slopes, and invert elevations. In the
anaylis mode, it evaluates an existing system, determining pipe capacities (depth of flow)
throughout the system. See Section 7 for more information.
Overview of Hydrology Programs
The present CIVILDESIGN hydrology program package consists of Rational and Unit Hydrol-
ogy programs, the HECl single event hydrology program, and hydrauUc programs such as
HEC2 for open channel flow and the L.A. County Water Surface Pressure Gradient (WSPG)
program for any type of open channel or closed channel (pipe or box) flow. To augment the
unit hydrograph programs, a flood hydrograph routing program is available for the design of
retarding basins, flowby basins, channel routing, and combining hydrographs.
Note: The Army Corps of Engineers HEC programs are not included in the above menu, since
they must be stored in separate directories on your system; however, they are available from
CIVILDESIGN, or free, from http://www.wrc-hec.usace.army.mil.
RATIONAL You wiU be required to enter a study or file name to start the program, and then
the initial control data (such as rainfeiU data for the rational programs). The basic program
options are to Build (or create) the file. Run, Correct or Add data to the file.
Building a fUe: When building or creating the file, the program gives immediate answers to
the operation accomplished, and then gives you the choice of rejecting or accepting fhe
results. U you accept the results, the program adds fhis data to the input file and retums you
to the operation menu. At any time in this process you may retum to the main menu by typing
Page 2 CIVILDESIGN^^ Manual
Overview
ii or to the previous screen display by typing (3] for back, or HD for top of screen.
Correct a file: The Correct (or Edit) File option vdU first review the control data. It wUl then
display a list of the operations used or entered in the input file. You may select one item
from this list at a time and either correct the item, delete the item, or add a different operation
above or below the number selected. If an operation is being corrected, the program wiU
read the data entered and display these values (dim display) by the questions. U the value
displayed is correct, press the RETURN [RTN] key to use it. If the value must be changed,
enter the new value, then press RETURN I RTNI and the old value vdU be over-written.
NOTE: The unit hydrology and the WSPG programs use different methods for editing data.
In the unit hydrograph programs, you review the entire file starting from tiie beginning. At
any point in the review you may retum to the main menu, and any parameters changed wiU
also be changed in the input file.
Add to a file: The Add option in the rational and routing programs scans to the end of the
input data file to update the program with the results to that point. Then, you may proceed
building the file with immediate answers to options shown on the screen as in the build
mode.
NOTE: There is no add option in the Unit Hydrology programs. The input file MUST BE
COMPLETED to the end in order to run the program. PartiaUy completed unit hydrograph
input files (user exit before completion), may be completed by using the Correct option.
Run a file: The Run option in aU programs wiU nm the input data file and output fhe results
either to fhe screen, to a user designated output file, or directiy to the default printer. When
displaying the file to the screen, you must altemately use Ctrl-S to stop the display, or Ctrl-Q
to start the display to review aU of the results. When sending the results to the default printer,
a STANDBY wdU appear on the screen while the program is writing a temporary output file.
When creating an output file for later printing, some of the programs advise against using the
SAME file name as the input file; other programs wiU name the file with the input file name
and an ".OUT" extension. After creating the output file, you MUST EXIT to system level to
view (VUE), print, or type the output file.
Los AngelesA^entura Counties Rational Method
The above OVERVIEW of HYDROLOGY PROGRAMS does not necessarily apply to tiie Los
Angeles County and Ventura County Rational Method programs. Help files are induded with
these programs, which can be printed for permanent reference. See Section 1 for additional
information.
CIVILDESIGI^^^ Manual Page 3
Hydrology/Hydraulics Menu
(This page intentionaUy left blank)
Page 4 CIVILDESIGN^^ Manual
Section 1
Section 1
Rational Hydrology Programs
When ED is entered from the Hydrology/Hydraulics Menu (see Overview), the CRT vdU
display the menu shown below.
CtVItll^DO/CIVICOESIGN Engineering Software
.:•;:•.•;(
RATIONAL METHOOHWOLOGY PROGRAMS r
The fol IbSfr^ progcains are avai lable: * '
:>m--- •• »"^m....
t'l - OftlWiisai (rrttludei. SI unit dptfon^*
2 ?;£Sarv':Bern:ardirt6 Connty.
' 3 RlveifSTae cpgnty:
4 - Orange Coanty. .x.:*:-:! »
5 - San Diego Connty (and City of San Dtego).
6-C/i^tl^^of Chull Vista, San Dfego Coanty
7 • U Conty ( less tkan 100 ac. n m
8 - IJi Cbqiiiify/Hpdiff^^ Method tF.0^1).;
0 • Ventara Coanty (less than 100 ac:'.':)^
10 • Kem County (and City of Baicersfield).
11 - None, Erit |irograa. - ^ •tp.' '
Enter progran optton desired >m
Select number, then enter the menu number that corresponds to your requirement.
Data Required:
GeneraUy, aU rational programs require rainfaU, soil type, type of development, and topo-
graphic data for flie area under study.
RAINFALL: This data is induded in the Orange and Riverside County programs; however, aU
of the other rational method programs require you to enter this data from rainfaU maps for
your specific area. The Universal Rational program aUows two methods of entering rainfaU
data. You can enter rain-intensity data pairs starting from 5 minutes, up to approximately 180
minutes (or the maximum time of concentration used); or you can enter the rainfaU and year
(2 pairs required if the study year is not the same as the rainfaU year), and a log slope of the
rainfaU intensity-time Une rdationship.
SOIL DATA: You will enter a type of development, i.e., 1/4 acre lots, along with the soU type
(A, B, C, or D; where A = sand and D = clay). The programs vydU compute a rainfaU soil loss
rate(in/hr). Most of the rational programs also aUow you to manuaUy enter fhe soU data with
various options. The program then computes the soU loss rate.
CIVILDESIGN^''^ Manual Page 3
Rational Hydrology Programs
TOPOGRAPHIC DATA: You should obtain a topographic map of the study area and delineate
the tiibutary drainage subareas. Determine the area in acres of each of these subareas, starting
at the top of each stream, vdth an initial area not larger than 10 Acres or longer than 1000
feet of stream flow. The elevations of the top and bottom of each subarea and stream points
should be marked, along vdth where the streams confluence (join each ofher).
Program Operations:
upon accessing tiie selected Rational Hydrology program, tiie CKI vwU display tiie Main Menu
shown on the next page (Note: some programs differ sUghtiy from this display).
Rational Hydrology Program Options:
1 - Create a newstgcf/ffle
2 • RUrt ffle, detailed rept»rt
3 - Run ffle, form report (132 characters wide) -
4-Changeffle entries
5 'Add to study file
6 - Prfnt listing of study ffle entries (no results)
7 - Mone of the above, exit pragram
Enter program option desired
When any of the above items are selected, you wiU be asked for the study NAME (up to 6
characters). Each of the above items is described bdow.
Create a New Study File
You vdU be asked to enter the control data, i.e., the rainfaU data, and other general criteria,
parameters, and options that you want the program to use. Note: The Riverside and Orange
County programs have the rainfaU data built into the program.
Note: If your study involves streets and storm drains, you should use the storm event
year that your approving agency requires for maintaining stieet flow vdthin top-of-curb
(normaUy a 10 year storm). By doing fliis, you can properly design the storm drain and
street inlet sizes to carry the flow within top-of-curb and then check the designed system
for maximum flow rate conditions (100 year storm).
After the control data is entered, the CRT wiU display:
Pagel CIVILDESIGN^^ Manual
Section 1
1 - i MIT IAL subarea input,'top of stream w^-mM
2 -• STREET'^toM thru 8d>ar^, includes subaredV.unoljE
3 - ADDjll'IQN of runoff from subarea to stream m ^-if^' .4 i STREET IHLtT *paratlel street & pipe flow *• area
i^^^t^y PIPEFLOW trevet time (program estfmatedptpesizej **
*:?*'6 - PiPEfLoU travel time (userspecffierfpTpesiieJ
>,- 7 ^ IMPROVED ciiannet travet time (Open or box) ** ' 8 - iRllEfiULAR channel travel time ^^'9^USfiR specified entry of data at a point" :
iOO^'^'jCOHPtUEMCE «t doiinstredffl point inCURR^T str'e^
t - (;(»«ftifetiCE bf HAlU'streams.
|> ' >V **NOTE These opt i on» li)
^|^httf'tlt^^xle^ired sub«irea optf
^8
Note: Only items 1 and 9 wiU appear in the above menu when the current stream flow rate
is zero.
initial Subarea Input, Top of Stream:
You must start computations for a stieam vdth an INTITAL AREA or USER INPUT of DATA at a
point. NormaUy, the INITIAL AREA option is used. However, if you are starting witii a stieam
that has a known flow rate into the stieam area, the USER INPUT option would be used. The
INTITAL AREA option calculates the time of concentiation for the outiet of the initial Jirea and
the corresponding flow rate. In most cases the initial area should be less than 10 acres
and have a flow distance that is less than 1000 feet long - Orange County is less.
After the Initial Subarea data is entered, any of the above menu items 2 through 8 czin be
selected and used. Each is explained below.
Street Flow:
With this option, the assumption is that in a developed area the stieam is aUowed to flow
down a stieet imtil the stieet is flowing fuU (up to the top of curb, or to the right-of-way line
in 100 year storm events). You wiU be asked to enter the stieet cross-section for each reach
of the stieet (see Typical Street Cross-sections examples, this section). The STREET FLOW
option aUows you to add the runoff generated by the areas adjacent to the stieet. It also can
be used to model a V-GUTTER stieet section which slopes towards the center of the stieet.
After determining that the stieet is fiUed to fhe maximum desired depth, you would select
one of the other menu items to instaU stieet inlets (catch basins) and storm drain pipe, or a
channel.
CIVILDESIGN^^^ Manual Pages
Rational Hydrology Programs
TYPICAL STREET CROSS SECTI
RIGHT OF WAY GUTTER. GRADE BR
GUTTER FLOU AREA, N -
SLOPE .03
SLOPE .03
SLOPE - .025
SLOPE . .030
GUTTER TO GRADE BREAK. N-.OIS ^
CURB
6 INCH CURB
S INCH CURB
4 INCH CURB
SLOPE -0.00.
UIDTH OF
CATCH BASIN |
NOTE I WIDTH OF STREET DEPRE88I0H
UUST BE GREATER THAN THE BUTTER
WIDTH BUT LESS THAN DISTAHCE
FROn CURB TO GRADE BREAK
ZERO GUTTER WIDTH. CONSTANT SLO^E OF
6FT PARKING. SLOPE -01
PARKING AREA
DEPRESSION d z NORnAl|
STREET DEPRESSION FOR CURB IfLET
DEPTH OF DEPRESSION
STREE
Or- - I
Page 4 CivUDESIGN/CivilCADD Manual
Section 1
ft NS - HYDRAULICS
3REAK STREET CENTER- CROWN
GRADE BREAK TO CROUN FLOW AREA. N - .015.
JF.OZFROn CURB TO CROUN
SLOPE BREAK TO CROUN - -OIB
NEGATIVE SLOPE ...0,. FOR v-SUTTER
tEET CROSS SECTION BEFORE DEPRESSION tSOLID LINE)
/ \
1~ ^ 36 INCH I
' nAIN DRAIN I
/
\ / V. ^
' GUTTER NOT DEFINED
TYPICAL STREET
PARKING OR V-GUTTER
STREET WITH INLET
NOT TO SCALE
FOR USE IN RATIONAL
• HYDROLOGY PROGRAMS
CivilDESIGN/CivilCADD Manual Page 5
Rational Hydrology Programs
Addition of Runoff:
The ADDITION of RUNOFF option uses the current stieam time of concentiation for calculat-
ing rainfaU intensity. The added input area and development typ^ ^ ^en used to calculate
the amount of runoff or added flow from a subarea. This option can be used after using
eitiier the PIPEFLOW, IMPROVED or IRREGULAR CHANNEL fiow options to determine tiie
time of concentiation for the area flow being added.
Street Inlet + Parallel Pipe + Area:
The STREET INLET + PARALLEL PIPE + AREA option is similiar to tiie STREET FLOW option,
except it assumes that a stieet inlet is to be instaUed at the top of this stieet segment or
reach. This option uses the under stieet pipe flow tiavd time to determine the time of
concentiation used for rainfaU intensity calculations. The foUowing should be considered
when using the STREET INLET option:
The longitudinal slope of the stieet for inlet calculations is determined from the
elevations entered for the stations or point numbers. This slope detennines the depth
of flow in fhe stieet and through the area of fhe stieet inlet.
The capacity of the street inlet may be entered either manually or by using the D.O.T.
HEC-12 manual calculations induded in the program for curb inlets only. The program
compares the stieet inlet capadty, and the capacity of the drain pipe(s) imder the stieet.
It then uses the lesser of the above capacities for the flow entering the stieet inlet,
and assumes the remaining flow, if any, is continued in the stieet segment below the
stieet inlet.
If the D.O.T HEC-12 curb inlet calculations option is used, the foUowing should be noted.
The program uses the stieet cross-section or cross slope data entered for normal stieet
flow. However, you may modify this data by entering a Stieet Depression (see Typical
Street Cross-sections examples, this section). The depression must be at least as wide
as the gutter, but no vdder than the distance from the curb to grade break. The
depression depth is subtiacted from the normal stieet gutter flow line adjacent to the
curb, and added to the stieet cross section at the intersection of the vddth of the
depression. The program then calculates the depth of flow through the depressed
section and gutter to determine the curb inlet capacity.
You vdU enter the length of fhe curb inlet. The program first calculates the length
required for total flow interception, fhen calculates the effidency or amount of flow
intercepted using the length of the inlets that you entered.
If the longitudinal slope of the stieet is less than one percent, the program considers
this to be a sag location and calculates stieet inlet capadty using either the Weir or
Orifice flow equations, considering the entered height and lengtii of the curb opening.
Curb inlets may be instaUed on both sides of the stieet if the normal stieet flow was
entered to flow on both sides.
The program wUl calculate the pipe size required to handle the stieet inlet flow rate, or you
may manuaUy enter the pipe size. The slope of the pipe is normaUy the same as the stieet;
Page 6 CIVILDESIGN^^ Manual
m
Section 1
however, you may override this value and enter a different pipe slope in percent.
If a confluence point is reached when using this option, the program wiU continue the pipe
flow(s) below the confluence point. Therefore, the option may be used immediately after a
confluence point and the sum of fhe preceeding pipe flows vvUl continue under the stieet.
When designing a drainage system, the STREET INLET option provides a realistic method for
design and evaluation of storm dreiin systems using stieets, stieet inlets, and storm dreiin
pipes. You may design the system using 10 year storm data, installing stieet inlets and pipes
at points where the stieet flow exceeds the top-of-curb. Then, you can evaluate the same
system using a 100 year storm, at AMC III, holding the pipe sizes to those used with the 10
year storm. The program aUows you to freeze the pipe sizes when revising the control data
or changing to a 100 year storm. It wiU then evaluate each stieet inlet, and limit pipe flow to
a maximum pressure flow rate of that using the elevation difference as the head loss. The
remaining flow wiU be left in the stieet. The results vdU show whether the depth of stieet
flow exceeds the right-of-way limits.
Pipe Flow Travel Time:
The program calculates the size of pipes to the nearest 3 in. or 5 cm that wiU handle a
nonpressure open chaimel flow using a D/d equal to 0.900. It vdU handle circular or elliptical
shaped pipes. If the User Input Size option is used, the program first evaluates the pipe as
an open diannd. If the pipe is too smaU for nonpressure flow, it shifts to pressure flow
calculations and and wiU calculate the aproximate hydrauUc grade Une required at the pipe
entiance for pressure flow. Critical depth is calculated for open channd nonpressure pipe
flow. The pipe flow option calculates the time of concentiation from the velocity and distance
of flow.
Improved Channel Travel Time:
The program cedculates the depth of flow, veiodty, and tiavel time through a tiapezoidal,
rectangulcir or V-shaped chemnel. You may also specify a box cheumel, and if the deptii of flow
exceeds the height of the channel the hydrauUc grade line is calculated for the entiance of
tiie channd. The critical depth is calculaiid for non-pressure flow conditions. Travel time £ind
a new time of concentiation is calculated.
Irregular Channel Travel Time:
Irregular channel shapes (up to 3 flow lines) are entered using the X-Y grid coordinates of
fhe channel cross section. The procedures for entering irregular cross-section data are
described on page 3 of Section 5. The tiavel time and a new time of concentiation is calculated
from average channel velocity and flow length.
Confluencing:
When reaching a point where two or more stieams join, the CONFLUENCE option must be
used. Here, you enter fhe total number of stieams that are joining, and the individual number
of the partialis stieam (number the stieams starting at 1, in sequence up to a maximum of
5). UntU the confluence is complete, you must start each added stieeim using either the
INI77AL AREA or USER INPUT option and again route the added stieams as appropriate down
to the confluence point. After the last stieam has been confluenced, you may continue routing
CmLDESIGN^^^ Manual Page 7
Rational Hydrology Programs
the stieam dovm to the next confluence point and adding subarea flow as necessary along
with the routing process. When reaching the next confluence point, the sequence is started
again.
Note: The MAIN STREAM confluence option is normaUy not required. It should be used
only when you reach a confluence point and any of the additional incoming streams
contain confluences upstream. Additional incoming streams are defined as those that
have not already been entered to the confluence point. If the MAIN STREAM confluence
option is used, you must number the mainstieams in sequence, starting at 1 up to a
maximum of 5. For additional explanation of Main Stream Confluencing, see Junctions
paragraph in Chapter 6, Section 11.
Completing Each Menu Item:
As you buUd the data file, the results for each option seleded are displayed in detaU on fhe
CRT. After finishing the option and reviewing the results, you may:
Accept the results, and the entered data vdU be stored in the data fUe.
Change any, or aU of, the data before it is stored.
Select and use another option.
After aU desired menu items have been run, you can complete the file by entering [Rl or
pressing the tESCai key to retum to the main menu.
Reports
There are three report options as show on the main menu.
Item 2 on the main menu provides a detaUed report that contains the same data as
appeared when buUding the file. This report may either be sent to a printer, or to an
output file for later viewing or printing.
Item 3 on the menu provides a summary form report which requires a printer width
of 132 characters. This report may also be saved as a file or sent to the printer.
Item 6 on the menu provides only a Usting of the contiol data and options that were
entered into the data file. Calculations are not included. This report is useful when
editing the file.
Revising the Study Data File
You may make changes to, insert options, or delete options that were used in the program.
When Menu Item #4 is selected from the main menu, the control data will be displayed and
should be revised, if necessary. Then a listing of the options used vdU be displayed by line
number. You can revise an option by entering its line number, add an option above or below
the entered option line number, or delete the option. If you are revising an option, the
Page 8 CIVILDESIGN<^^ Manual
Section 1
mm
^^ously entered data is displayed in reduced intensity, and if the data is O.K., just press
If a change is required, enter the new data and the old information vdU be replaced.
Add to Study Data File
When this menu item is selected, the program wiU first run calculations for the existing data
up to the last option entered, displaying the results on the CRT. This is necessary to update
the previously entered data. Then the program shifts to the standard Build File mode, and
yo^ can then add new data. When the last new option has been entered, enter ® or press
the f:ESGl key to retum to the main menu.
Special Notes:
DetaUed rational program output files require normal SO-character width paper. The summary
form printouts require 132-character width paper (15" vdde, OR COMPRESSED FONT).
CMLDESIGN^^ MantMl Page 9
Rational Hydrology Programs
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Page 10 CIVILDESIGN^^ Manual