HomeMy WebLinkAbout3321; JAMES DRIVE STORM DRAIN; HYDROLOGY AND FACILITY HYDRAULICS REPORT; 1986-05-07• :·· ' <.,
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FRASER·& ASSOCIATES
Consulting Engineers
• CIVIL ENGINEERING
a WATER & WASTEWATER SYSTEMS
a LAND PLANNING & DESIGN
a STUDIES & REPORTS
a ENVIRONMENTAL ISSUES
a CONSTRUCTION ASSISTANCE
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CITY. OF CARLSBAD
JAMES DRIVE UNDERGROUND
EXTENDED STORM DRAIN
SERVICE AREA HYDROLO~Y AND
FACILITY HYDRAULICS REPORT
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FRASER & ASSOCIATES-·
-_ Consulting Engineers
May-7, 1986
City of Car'l,_sbad
l 20.0. El·m ,A.venue
Carlsbad, California 92008 120-510
ATTN: Mr. Roger Greer, Director_-·
U.tilities/Mainte~ance Department
Subje:ct: James Drive Underground Extended Storm Drain~
Sydrology And Hydrau1ics Report
' Gentlemen: "' ' . ; ..-. [ ... .,. " .
This te~brt exa~ines th, poition of Storm Water Basin BB, as
-d~fined in the· C~ty of Carlsbad Master Drainage Plan of 1980, that
is ·upstream of Tamarack Avenue and continues to the southerly
terminus of James· Drive. 'The storm water basin has been divided
in to sub-basins in 'cfrtl'et ic:i ·de.t~r.niine ., the incremental needs of the
storm drain system·:.· ·'Ea'c·h '_iub_:;-bisin has , been further su·bdi vided
into soil type areas 'ai:id _u~~: aie.as.-•. So.il types were determined
using the·, "'SoiX Sur·v_ei_'o,f.'~~~np·iego ~r:ea, California", prepared
-by the U.S. Soil-Coti'se:rva:ti.crn Seriv:i~e (.SC-S). Use areas were· taken
from the "Ge-netal Plan ·tt~P."'~ _of .t'he Ci.t_y of Carlsbad. The
procedure of the· s·tudy will -~e· discusse4. in detail in the
"Methodology" set-tion·. , ·.-.. '.. _ ·: · ~-· ·
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RECOMMENDATION$ · ·
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2.
Although the scope of the study d~d not require the
examination of the existing 18-inch diameter storm drain in
the portion 6f_Jam~s Drive.i~mediately south of Basswood
Avenue, we have checked it.and find it to be undersized.
It should be iricria~ed io a ~0-in~h-diameter pipe sloped
at 0.16-%. ·We understand, however, that you do not wish
to prdt~ed ~ith.the_4~sign fo~ this modification at this ·time·.. _ ...... , · · .;_~ ,_ ... · -~-· · -~ ~ _ _ .
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~ ~ ' " . . ... ~-The. st'orm ·d:ra·in trom -the southerly terminus of the
northerly section of Ja•es Drive to Chestnut Avenue
sho-uld be a 42-i.nch diamet.er re1nf orced concrete pipe
(RCP) a wi"th a· ,.$i'op·e ·of 0.1~l.
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FRASER & ASSOCIATE;~ . • 2945 HARDING STREET, S_UITE 211, CARLSBAD, CALIFORNIA 92008 (619) 434-1794
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Mr_ •. Roger Greer
May. 7, -1986-
Page two .
3.. .R.eplace · th.e 1;:wo · 30-inch diamet·er culverts under Chestnut
Avenue. wit-h a sin.gle 4-2-irtch diameter storm drain to
m,tch the up~tr~am art4 downstream stoim dra~n diameter_:
req.uired for this rea·ch. 'l'he construe tion cost -of
·reinforced .concrete ttans.ition structure.s ·is almost as
expen_sive as replace.ment. Most import.antly, howev~r .. , the
tra~•ition siructuras woul~ constitute a higher·
·maiilten:ance o,blig:atiort a.nd increase the liability for
fl.ood ·c;1ama·ges should it become blocked from debris caught
up in tne tr:ansi-tion structure or g-oing from a 42-inch ·
diameter to a 30-inch (i,.ameter pipeline.
4. The -storm dt.ain from Chestnu.t Avenue southerly to
Magnolia sho1,1ld be a 4.2-inch diameter RCP with a slope of
1.05% ±·
5. The storm draii from the northerly side of Magnolia
Avenu~ to Tamarack Avenui should be a 54-inch RCP with a
slope of 0.0064% ±~
6. Perform a detailed hydro-lo·gy a-nd hydraulics study to
determine tbe precise deficiencies of-the existing storm
drain from Tamarack south to Agua Hedionda Lagoon and
provide the hydraulic cap~city consistent with current
standar4s. 'Th~s need will beco~e even ~ore important -
when the lo~er reach is called upon to convey the full•
caps.city generated in the newly constructed upper reach
_nqrth of Tamara.ck Ave_nue. _ In this situation there will
be insufficient cap~city in some reaches of the lower
section (south of Tamarack Avenue) to adequately s·erve
the southern sections of the drainage area causing local
fiooding and erosion conditions. G6od engineering
pra,ctice. n.ormally -wo.uld suggest that adequate downstream
hydraulic capacity be ptovided prior to increasing the
hydraulic· capacity of u.ps,tream sections of a storm wate-r
system.
METHODOLOGY
1. Drainage Areas: ·n,rainage areas were determined using
Co.unty of San D'iego 200 .feet equal~ one inch scale,
ortho-ph-0to contour maps. The northerly line of drainage
basin BB was established as per the City of Carlsbad
Master Drainage Plan. Each sub-basin vas plotted on the
Qrtho-photp-~aps; ~ach ~ap was checked for scale and each
sub-basin was measured us-ing a compensating Polar
Planimeter. A' minimum of tw-o tnea,suremen ts for each basin
were taken.1. · Planimetl'y ~nd the results of it are shown
on Sheets 1~ 2 &_12 of the Appendix.
FRASER.& ASSOCIATES 2945 HARDING STREET, SUITE 211. CARLSBAD, CALIFORNIA 92008 (619) 434-1794
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Mr. ~9ger · G-r.~er.
?-lay 7, 1986 Page three
2. Run·off Coefficients: Ru·noff c·oefficie11;ts were determined.
by ~alculatl~s: the av~r~ge value .of C based on the
cijaract~ristics of the ~bil g~oup, land use designation
and the proportidn ~f a1tterent ~oils groups ~nd land
uses within ~ny.~ne b••in~ Soils groups were taken from
She.et 22 of the U,. $. Soil Co_nservation Service (S.CS),
"-Soil Survey o,£ ,San Diego Area, California". A copy of
t·he r,elevant portion of this refe·rence is included in the
appen·dix as Exhi-bi t "B" .-· The hydrologic group of each
s6il gioup was t•ken from Table il of pages 33 ~nd 36 of
sa.id SCS survey ancr are incl.uded in the appendix as
Exhibits· C .& D, respectivel_y. Levels of inten·sity of
development were.determined using build-out densities as
shown· on the General Plan Map o·f The City of Carlsbad an
excerpt being included in the appendix-as Exhibit "A".
Specific values for runoff coefficients were then
calcula1:ed using the basic values. shown in Appendix IX of
the County of San Diego Plood ~ontrol District,
"Hydr9logy Manual". Ap~endix IX is included in th~
appendix of th;i.s report as Exhibit "E".
3. Intensity Valu·es: The value of D (Duration) was
deteimined for the most remote reach using the sum of L
{Lag) and Tc (Time of concentration) from the graphs
.shown as Exhibi.ts "G." & "F", respect;i.vely, both graphs.
are taken from ''Section 4" of the National Engineering -
Handbook ai published bJ USDA~ Soil Conservation Service.
Subsequent downstream ti~es of concentration were
determined by the sum of the time of concentrations from
the most remote point to the point in question. The
resultant value was used as the duration value to compute
intensity. The location of the project was maiked on the
7-1/2 minute U:SGS Quad Sheet, "San Luis Rey, California",
and the latitude and longitude were measured for the
cent~r of the overall area. A portion of said quad sheet
is shown on Ex·hibj,.t "H" of the a.ppendix. Using the
location so derived, t~e lotation of the project was
-marked on the 10 year, 50 year and 100 year, 6 and 24
hour precipitatiori.maps prbvided by the U.S. Department
o:f Commerce and ·1nclude·d as Exhi bi t.s "L", "M", "0",
tip","R" & "S" in the ·appendix. The 6 and 24 hour
pr¢cipi~ati6n rates were marked on and processed per the
1984 Intensity Duration Design Chart which are Exhibits
flN", "Q" & "T" of the appendix. The value of I
(Intensity) :was .then comput~d for individual case as the
~roduct df 7.44 tije~ the adjusted 6 hour precipitation
rate ti~es the durat~on whi~h had been raised to the
~e~ative 0.645 power.
FRASER & ASSOCIATES 2945 HARDINt3 STREET, SUITE 211. CARLSBAD. CAUFORNIA 92008 (619) 434-1794
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Mr. Roger-Greer
May_ 7, 1986
Page four
4. Runoff Quantities:_: The sum of the areas of all of the
~u,-basins consider~a ~y th~~ report is 283.4 acres or
0.44$ square mire·. The· calculation of rainfall
:qu·antities by· t})'e r~t·ipnal .me-thod, Q=CIA, was use_d a.s the
appropriate· pr·oce'd.ure,-· Runoff quantities were computed
manually and by pr.o.gt.an,:. ·. The manual results, shown on
Sheets 6 through 13 of the appendix~ agree with the
program r-esults $'howrt on· Sheet 14 of the appendix. The
sli-g.ht d~ff.ere-nce in val ~es is due to the program results
being carrif!d to a, gr.eater ~-egree of mathematical
. accuracy. (The. d_.egree of mathematical accuracy of both
pr-0ce~ures exceed• the •c~uracy of the statistical data
6n which 'the, a~e based). Th~'.results shown on sheet 14
are the data used to ~~n~lude this report. · Sheet 18 of
th·e appendix, suminElrizes £.lows for the 10, 50, and 100
ye•r design storms vers~s the capacity of the existing
and recommended storm d~ain conduits. Sheets 19 & 20 and
Exhibit "V", of the ~p~endix, review the capacity of
str~ets and swale areas to accept storm water flows.
As reviewed· with you a:pd ?1.r •. ~ggleston on May 5, 1986, the
·performance requirements used to determine conduit sizing
are:
a. The. 10 year storm is carried within the storm d.rain.
b. The 50 year storm is carri~d within the curbline
of the· street~
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c. the 100 year storm is carried within the right-of-
way of the street~ or side lines of the easement,
where applicable.
d. No lines are down~ized, except that the existing
48" diameter-storm drain that receives the project
waters represents a size reduction.
e. No existing storm drain :facilities a•re to be
repla~ed excepting only as required for connection,
existing 12" d;iameter drain under Magnolia Avenue
and tbe 30"_ diameter drains under Chestnut Avenue.
f~ · The hydraulic c~pacity of the receiving 48" storm
drain is presumed to be such that it introduces no
backwate,r effect into the new line •
. As we di~CU$Sed, the results of this report should not be
cQnstr~e~ to·reflect upon Orevious ~esigners' of storm drain
f~cil:i, t;ies in th.e basin or upon t.he drainage master plan. The
FRASER & ASSOCIATES 2945 HARDING STREET, $UITE 211. CARLSBAD, CALIFORNIA 92008 (619) 434-1794
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Mr. Roger Greer
May 7, l986
Page five
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criteria for determining storm drain sizes was charige in 1984-85
when the San Die~o County Flo~l Control District introduced new
Intensity-Duration/lsopluvial Charts. The result of the new·
charts was to increase stDrm water amounts.
DOWNSTREAM CAPACITY
As you requested, we have performed a preliminary assessment of
the hydraulic capacity of the storm drain system from Tamarack
Avenue to its discharge into the Agua Hedionda Lagoon. We have
identified the drainage area, subareas and each of the pipe
el~ments on our working maps. By obser•ati&n, it is apparent that
most elements of th~s portion of the ~torm drain are hydraulically
deficient based on current design practices. Please refer to our
recommendation, number 6.
For additional information regar-ding our methodology, please ref er
to Appendix "A", which is attached.
If you have any questions
plaase do not hesitate to
Sincerely,
FRASER & ASSOCIATES
~~~
Walter H. Brown, P.E.
P.E.
WHB:GTF:dlm
Enclosures
regarding this report,
FRASER & ASSOCIATES 2945·HARDING STREET; SUITE 211. CARLSBAD, CALIFORNIA 92008 /619) 434-1794
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"tRACT TRACT · ,c* · HEACH AVERAGE LENGTH ·
HYDROLOGY STUDY -
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. ' FRASER.&· ASS:OCIATES I , " , , . . . .
I l .H\1 0RbLOG't,:-:. STUDY:
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2945-HARDING ST., SUJ:TE :?11',. GARLSBAO, CA 9200f$ • (619) 434:..1794
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Project Titl~ JAMM;.S l2s .. $-raPAtil?A, : ·Cal~: by, : k>B .. . : Date sL!/s, , l ,
-.SubjertINo, v /OHA i. 7R,11c 7"'.S ---Cl,_kd, bY--,---,------.;,__;_-l;)~te ~ -
.'.·.· .... ' TRACT ' --. c·i >"H~ACH .. _~V~RAGI:: .LENGTH ' To ' . Tc : J: Tc -· :,10 ' '150···· -i100 ·. Qto-.· :-:· Q50 --. Q1oc/, .(ho ;·:·-;-·,-_:.__.;..;....;....:......:...:,_ =.:.:...-.... ....:...:.... ..... ..:....;....;. ___ _,_..:.::,=::,.:...:::~======== _ _]~_
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I 01 EXHIBIT 'A'
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J::--.--,---------T-A_B_LE___,l_l_._--_I_N_T_E..,..RP,...R_E_T_A_T __ IO_N_s_Fo_R ___ L_AN_D_MA?_NA_G-:E-iMrE-NT_-_-_G_o-,n-:t1_·n_u_e_d ___ __, ______ _
Limitations for
conversion
from brush to
grass
l a02
'bB
CbC flbD bE cc
Cc_E
Iii
Cf02
lgC
-'~; .kA
ClD2
ClG2
/ l mE2
CmrG
·1
....___
CvG
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Soil
Calpine coarse sandy loam, 9 to 15 pt!rcent slopes~
eroded.
Carlsbad gravelly loamy sand, 2 to 5 percent slopes~-----
tarlsbad gravelly loamy sand, 5 to 9 percent slopes---.---
Carlsbad gravelly loamy sand, 9 to 1S percent slopes-----
Carlsbad gravelly loamy sand, 15 to 30 percent slopes----
Carl-sbad-Urban land complex,· 2 to· 9 .percent slopes---..:---
Carlsba4-Urban land complex, 9 to 30 percent slopes--.----
Carrizo very gravelly sand, 0 to 9 percent slopes--------
thesterton fine sandy loam, 2 to 5 percent slopes--------
Chesterton fine sandy loam, 5 to ~ percent slopes:--------
Chesterton fine· sandy loam, 9 t<;> IS percent slopes,
eroded.
Chesterton-Urban Jand complex, 2 to 9 percent slopes:
Chesterton----------------------------------------.--
--Urban land.-------· ------------------------·--· .. -. -----
Chino fine sandy loam, 0 to 2 percent slopes-------------
Chino fine sandy loam, 2 t·o 5 percent slopes-------------
Chino silt loaJ!!, saline, 0 to 2 percent slopes--------"'--
tieneba coarse sandy loam, 5 to 15 percent slopes,
eroded. ·
Cieneba coarse sandy loam, 15 to 30 percent slopes,
eroded.
tiene_ba coarse sandy loam, 30 to 65 percent .slopes,
eroded.
Cieneba rocky ·coarse sandy ~oam, 9 to 30 percent
slopes, eroded. ·
Cieneba very rocky coarse sandy loam, 30 to 75 percent
slopes.
k:ieneba-·FallbTook rocky sandy loams, 9 to 30 percent
slopes, ·eroded:
Cieneba -. -, ·-------. --.
Fallbrook--------------------------------------------
(:ieneba-Fallbrook rocky sandy loams, 30 to 65 percent
slopes, eroded:
-Cieneba--------------------------------------------Fallbrook--------------------------------------------
:::layey alluvial land----·-------· ------------------------
Coastal beaches------------------------------------------
~orralitos loamy sand, 0 to 5 percent slopes-------------
t:orra1:itos loamy sand, 5 to 9 percent slopes-------------
Corralitos loamy sand, 9 to 1S percent slopes------------
Crouch coarse sandy loam, 5 to 30 percent slopes---------
Crouch coarse sandy loam, 30 to 50 perce·nt slopes--------
Crouch rocky coarse sandy loam, 5 to 30 percent
slopes.
Crouch rocky coarse sandy loam, 30 to 70 percent
slopes .
~rouch stony fine sandy loam, 30 to 75 perce~t
s:lopes.
Diablo clay,
Diab lo clay,
Diablo clay,
Diablo clay,
Diab lo ·c1 ay,
2 · to 9 percent slopes·--.-:-------.--.,.------------
9 to 15 percent slopes----------.. -----------
15· to 30 percent slopes------~--------------
15 to 30 percent slopes, eroded--------------
30 to 50 percent slopes--------------------,--
footnotes at end of table.
Hydro-
logic
group
B
C
C
C
C
D
D
A·
D
D
D
D
: .o-~~ ...
C
C
C
B
B
B
B
B
B
C
B.
C
D
A
A
A
A
B
B
B
B
B
D
D
D
D
0
Erod1bility
Moderate 2---
Severe 2-----
Severe 2-----
Severe .., ------Severe 2-----
Severe 2
Severe 9-----
Severe 9-----Severe 9-----
Severe 16----
Severe 16----
Moderate ~---
Severe 16----
Severe 16----
Severe 1-----
Severe 16----
Severe 1-----
· Severe 16----
Severe 16----
Severe 1-----
Severe 1-----Moderate 2---
Severe 2
Severe 2-----
Severe 2-----Severe 2 -----
Severe 16----
Severe 1-----
Severe 16----
Severe 1-----
Severe 1-----
Slight--------
Slight--------
Moderate------
Moderate 1---
Severe 1-----
Slight. y
Slight.
Slight.
Slight.
Slight.
Slight.
Slight.
Moderate.
Slight.
Slight.
Moderate.
Severe.
Severe.
Severe.
Severe.
Severe.
Severe.
Severe.
Severe.
Severe.
Slight.
Slight.
Slight.
Slight.
Slight.
Moderate.
Moderate.
Moderate.
Moderate.
Slight. 1/
Slight. 1/
Slight. 1/
Slight. 1/
Moderate~ y
33
EXHIBIT 'C'
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TABLE 11.-~lNTERPRETATIONS, FOR LAND t,IANAGEMENT--Continued
Map
syni>ol
Soil
LfE · Las Flores-Urban land .complex, 9 to 30 percent siopes:
Las-Flores-------------------------_ ------------------
Urban land---------------------·----------------------
Lp:S. -Las Posas fine sandy loam, 2 to 5 percent s_lopes----------
LpC ~as Posas fine sandy loam, 5 to 9 percent slopes----------
LpC2 Las Posas fine sandy loam, 5 to 9 percent slopes,
eroded.
LpD2 Las Posas fine sandy loam, 9 to 15 percent slopes,
eroded.
LpE2 Las Posas fine sandy loam, 15 to 30 percent slopes,
eroded.
LrE Las Posas stony fine sandy loam, 9 to 30 percent·
slopes.
LrE2 Las Posas stony fine sandy· loam, 9 to 30 percent
slopes, er(>ded.
LrG Las Posas stony fine sandy loam, 30 to 65 percent
LsE
LsF
Lu
LvF3
Md
'IMlC
MlE
MnA.
MnB
MoA
MpA2
MrG
MvA
MvC
MvD
MxA
OhC
OhE
OhF
OkC
slopes.
Linne clay loam, 9 to 30 percent slopes------------------
Linne clay loam, 30 to SO percent slopes-----------------
Loamy alluvial land---------------------------------------
Loamy alluvial land-Huerhuero compl~x, 9 to SO percent
slopes, severely erodeg:
Loamy ai.luvial Iand--------------------------·-------
Huerhuero--------------------------------------------Made land------------_ -----. -------------------·----------
Marina loamy -coarse-sand, 2 to 9 percent slopes~---------
Marina loamy .coarse sand, 9 to 30 percent slop·es---------
Mecca coarse sandy loam, 0 to 2 percent slopes-----------
Mecca coarse sandy loam, 2 to 5 p~rcent slopes--.. --------
Mecca sandy loam, saline, 0 to 2 percent slopes----------
Mecca fine sandy loam, 0 to 2 percent slopes, eroded-----
Metamo1:phic rock land-------------------------------------
Mottsville loamy coarse sand, Oto 2 percent siopes------
Mottsville loamy coarse sand, 2 to 9 percent slopes------
Mottsville loamy coarse sand, 9 to 15 percent slopes-----
Mottsville loamy coarse sand, wet,, 0 to 2 percent
slopes.
K)livenhain cobbly loam, 2 to 9 percent slopes-_-----------
~livenhain cobbly. loam, 9 to 30 percent slopes-----------
-~livenhain cobbly loam, 30 to 50 percent slopes----------
K)liven~,ain-U~ban .land complex, 2 to 9 percen_t slopes:
·Ol1venha1n-------------------------------------------
Urban land-------------------------------------------
OkE IOlivenhain-Urban land complex, 9-to 30· percent sfopes:
PeA
PeC
PeC2
Pe02
PfA
Olivenhain-------------------------------------------
Urban land-------------------------------------------
Placentia sandy loam, Q to 2 percent slopes--------------
Placentia sandy loam, 2 to 9 percent s·lopes--------------
Placentia sandy loam, S to 9 percent slopes-, eroded------
Placentia sanely lo/:UII, 9 to 15 percent slopes-, eroded-----
Placentia sandy loam, thick surface, 0 to 2 percent
slopes.
PfC Placentia sandy loam, thick ~urface, 2 to 9 percent
~lopes.
Py Playas-----------------------------------·---------------
See footnotes at end of tab-le.
36
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Hydro-
logic
group
D
D
D
D
D
D
D
D
D
D
C
C
B
D
D
D
A
A
B
B
B
B
D
A
A
A
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
Erodibility
Moderate 2----
Moderate 2----
Moderate 2----
Moderate 2----
Moderate 1---
Moderate 1---
Moderate 1---
Seve,re 1-----
Moderate 2---
Severe 1-----
Severe 16----
Severe 1-----Severe 1-----
Severe 2-----
Severe 2-----
Severe 16
Severe 16
Severe 16
Severe 16
Severe 1-----
Severe 2-----
Severe 2-----
Severe 2-----
Severe 2-----
Severe 16----
Severe 16----
Severe 1-----
Severe 9-----Severe 9-----Severe 9-----Severe 9-----
Severe 16.----
Severe 16----
Moderate 2
Llmi~ations for
conversion
from brush to
grass
Slight.
Slight.
Slight.
Slight.
Slight.
Moderate.
Moderate.
Moderate.
Moderate.
Moderate.
Slight.
·severe.
Severe.
Slight.
Slight.
.
Severe.
Slight. 4/
Slight. 4/
Slight. 4/
Slight. r;
Slight.
Slight.
Moderate.
Slight.
Slight.
Slight.
Slight.
Slight.
Slight.
EXHIBIT 1 D'
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RL\~i:F cc::FFICIE:-;rs -(!t.\T!O~AL :-!ETHOD_;
L\.\D USE
Unuevelupecl
Residential:
Rural
Sing.le Family
Multi-Units
MQbile Homes ( :?)
Commercial (~)
80\ Impervious
Industrial (.2)
90\ Impervious
:-.:OTES:
Coefficient, C
Soil Group ( 1)
i~: . ·' B C
• .;u . 35 .40
. 3J .35 .40
• 40, .45 .so
.45 • 50 .60
.45 .so .55
• iO • 7S .80
• so .8S .90
,_ ~-=.·t . ~ ... :,
. -l3
.. 55
. :-o
.53
.35
.95
(1) Obtain soil group from maps on file with t~e Department of Sanita~:v~ and Flood Control.
(2) Where actual conditions deviate significantly from the tabulated
imperviousness values of 80% or 90%, the values given for coefficier.:
C, may be revised.by multiplying 80% or 90% by the ratio of actual
imperviousness to the tabulated imperviousness. However, in no c.ase
shall the final coefficient be iess than 0.50. For example: Consider
coi:nmercial property on D soil group.
Actual imp•rviousness • 50\
Tabulated imp,rviousness = SO'o
Revised C • i X 0.85 = 0.53
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VELOCITY IN FUT PO IECOND
Fignre 15.2.-Velocities fo~upland me_:thod of estimating T0
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Figu:re 15.3.--Curve number method for estimating lag (L)
tJss C N == o.,s
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CONFERENC~ REPORT
~ ··-FRASER & ASSOC~ATES
Consulting Engineers. By WA1.,: ER 'B & c, w ,,._,
Project No.· I g O "' S:: t 0
· Project Title JAME.$ --· ~--.-.. ----~-_
·Date. s/, I 8, . Time,.• oo (am)~ S:ro&0\12&A) N H"l'Do\.,OG'r'
lndividua; Mi Kc Haw IE~ Title.__,'0c:;...a.L..QAu.:N::.iNi..:..:=E:i:..:'f\=---------,--
' Or~n;zation)tAAJ_U/ Nd, c, T rOFO,-,u.ssA Q Location• Crry _OFF LC. ES
· . _ -· Phone No.(~·,, ) 4.36 f'"'SS J)I
' Subject Su PE.&k>C"-:De ve.Lop M E.b,) ".'C .
FRASER & ASSOCIATES 29"5 HARDING STREET, SUITE 211,CARLSBAD, CALIFORNIA 92008 (619
.I _FRASER & ASSOCIATE$, Consulting Engineers
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FRASER 8t ASSOCIATE$, Consulting ·engineers .
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COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION~ FLOOD CONTROL
10-YEAR 6-HOUR PRECIPITATIOr:J
45' I I '1.1~
·-·
30• I ~ 't \ -\. '~
IS' f. f">\ I I I -, • ,
33•
________ 4s~1--------I_ -I I J
Prep red II:,
U.S. DEPARTME T OF COMMERCE
NATION,\L OCEANIC AND A1' lOSPUERIC AD~IINISTRATION
-
.................. .,,, ..... c,o,o .................... THERIERVIC• I .. I I
30' I I I . , ,&112024""'"1'" I
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0
Its• 30• '''37"15• 117° 4s• 30• 15' 1,6.
--
j.·
---~------~ ....... -------.
-. --r-----_ __. --· ·-,_ illl '~ -·
COUNTY OF SAtf DIEGO •.
DEPARTMENT OF SANITATION~
f LOOD CONTROL, I m-vEAR 24-nouR PRECIPITATIOrJ
. r70__, ISOPLUVIALS
451 =r-, IU\1.!:,~ -' -_y,~
30• I "~ " ~4 .......... \\'
15'·1 l I
33•
4S' I I I 2
, Pnpt•4 br • 1 · U.S. DEPARTME T OF COMMERCE
· NATIONAL OCEANIC AND AT ,IOSPIIRRIC ADMINISTRATION
--it:CIAL STUDIES BRANCH, OFFICE 01' I DROLOOY, NATION:"L WEATHER SERVICE
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-r'-' \ -· -----11111· "" -------· JNTENSITY~DUM.11.0N D~SlGN CHART i .l-'t ~ · <" -~----· ,C/ Tl!:A,R -.J·TDRA,f
. -
mhnwwlrn=H+Utf-mmnnmru,iu_=-+-,-,·-~~:-~fui:-l ~.:i:ni Lullihm1f D1 rect1ons for Application:
Equation: I ··• 7.44 P6 D "
645
. D ·, l) From prec1p1tat1on maps. determine 6 hr; and
· 198.4.
I • Intensity (ln./Hr.)
• Du_rat-ion (Min.)
· 24 hr. amounts for the selected frequency.
These maps are printed in· the Co~nty Hyd_r~ 109 .
Manual (10, 50 and 100 yr. maps 1 ncl uded _rn . tt
Des19n and Procedure Manual). · · · . '
·2) Adjust 6 hr. precipitation (if neceJsary) ~o .·
that it 1s within the range of 45% to 65% o-f
the 24 hr. precip1 tat ion: (Hot applicable:
to Desert) · -
! .13)
4)
5)
.Plot 6 hr~ precipitation on the right side
of the .chart. · ·
Draw a line ti .. ·ough the point parallel to the.
plotted lines.
"·1 1 ! · ~ ! i I Tl! I ;;XU lilllti!ii!l;fl:,J...tl! 11.illl'i'K!.!l!lllllN ;--·N • ..! NJ. f8..!. N.~~b-.0 ~ I
This line 1s the· intensity-duration-c;urve for
the location being analyzed. .,
••
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,2 i-++++H+H+HtttttttHtttttlllltHtltttttfffflHI
O! 1 20 30 40 50 ·1 2 . . 3 4 6 .......... ,...,
""" W'C'
Selected Frequency -10 yr.
* P6 • 1.15 1n •• P24= .3. is. P6 = ss,,"li*
P24
2) Adjusted *P6= I. 7S in.
3)
4)
tc • · min.
I• ____ in/hr.
*Not Applicable to Desert Region
This chart replaces the Intensity-
Durat1on-Frequency curves used since
1965. """"'1
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-_JIii ..____ '----------,----,,.----... -----C.OUNTY OF SAN DIEGO
DEPARTMENT Of SANITATION g.
FLOOD CONTROL 50-YEAR 5 .. uoup PRECIPITATUm
,...20../ ISOPLUUIALS f oF 5O-Y.EAR ·6--HOUR
45 1 ± 'WJlt}~ ~ , "~
30• I l\ ]
,; ~ •' '
is•-1 I lilt"\ ' ~ \ I 7
33•
4s 1 I I I I
U.S. DEPARTME T OF COMMERCE
NATIONAL OCEANIC AND AT. IOSPHJ.RIC ADMINISTRATION
Prepi, t:d bJ .
•0 -.CIAL STUDIES BRANCH, OFFICE OF II 'PROLOGY, NATIONAL WEATHER SERVICIIE
-________ .. -.. r-\ __ _ -
30 , I I _ I _ I ,o~ ·r202a~u. ~u -,.-I . I I
11 a• · z.5, 301 1~· 117° 45 1 30 1 15' 116°
·--
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.
COUNT'i_ OF SAN DIEGO· •
DEPARTMENT OF SANITATION~
FLOOD CONTROL
---·---·---. r-. ----
50-YEAH 24-HOU~· PRECIPITATIOr~
45 • ·,,~ ---~ 1us1K4l~ ~ , .. ~
301
1S1
33•
45'
..... ·-......... ___ , ---. ._..,_ .... _.
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to
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-1"d
Prepaid 11, .
U.S. DEPARTMEN r OF COMMERCE
NATIONAL OCEANIC:: AND AT. O!ll'IIERIC ADMINISTRATION ;
IAL ITUDU!:I DRANCII, OFFICE OF II fJHOLOOV, NATIONAL WltATHER S£RVICII !
... -·,·
301 i
11a• t~s I 30 1 15 1 11'70 115 I 30 1
·,
----------~---_,;__ .....
15 I 116·0
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· INTENSITY~DUAA.1 WN O~SJGN CHAR1 i . • : ·
. . . ., . · SO Y~~R SrQR.M · 198.4.
:nu1hmuml:ra-,-1-ttAl-~n11i11 ..... ..,, 1-~i,.ifu:,1, fj.llJ m.mhm ,
~quation: I ··• 7 .44 p 6 o··-. 645
I • Intensity (In./Hr.)
Directions for Application:
1°) ~rom prec1p1tat1on maps determine 6 hr. a_nd
24 hr·. amounts for the selected frequehcy.
These maps are printed in the County Hydrolog)
Manual (10, 50 and 100 yr. maps included in U
. Design and Procedure Manual). ·
2) Adjust 6 hr. precipitation (if nece.s'sary) so ·
that 1t 1s within the range of 45% ·to 65X of
the 24 hr. precipitation. (t4ot applicable.
to Desert) ·
-~ 13). Plot 6 hr. prec1pit~t1on -on the righ~ side
c of the. chart. ... .
4) Draw a line ti .. ·ough the_point p·arallel \o the
plotted lines.
5) This 11-ne 1-s the intensity-duratio·n curve for,
the location being analyzed.
Appl 1.cat1on Form:.
0) Se 1 ected Frequency SD yr.
1) P6 • 2,.i'J 1-n. • P24-= 4.30. *p6 = 53.5'%*
P24
2) Adjusted *P6= 2. 30 in.
3) . t • · min. C
.a i-H-++H+t+I-HttttHtHHHttlltttttlttttttHtltllHI 4) I • ______ in/hr .•
o: l 20 30 40 50 1 2 3 ··~ ..._ .... "',.. l-f (\11 _..e
4 6
*Not Applicable to Desert Region
This chart replaces the Intensfty-
Durat1on-Frequency curves used since
1965. ,
rn · ...
~
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-.
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:-·----'-,'~-:-·:-·: ... cou,rrv OF SAN DIEGO
DEPARTMENT OF SANITATION &
FLOOD CONTROL
45'
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Prepaf:d by
U.S. OEPARTMEN I' OF COMMERCE
NATIONAL OCEANIC AND AT OSPIIERIC ADIIINISTRATION
SPECIAL STUDIES BRANCH, OFFICE OF II DROLOGY, NATIONAL WEATHER SERVICE
30• -i ' ' I lU ~ 'r., .. u.,.,.,~
1)81 45• 301 15' 117° '•5'
--· ----1·· -~ r-, ... -· .. ·.-,. '. ' .
30' 15' 116°
---------_,, ----· ·-------. ..._..._ ·---.... ~ -~ _.,. --··~ ·--··~---~-.r--·:'\ .
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION g.
FLOOD CONTROL
45'
30•
15 • ·
I
100.-VEJ\R 24-nmtn PllECIPITATION.
r-20..,,.ISOPLU\IIALS Of-100 -VEAR 24-HOUR .
.33° -;-----+------1-----U.f
,-,-
45'
Pre11aJ·d br
U.S. DEPARTPt1ENlr OF COMMERCE
NATIONAL OCt:A:-;1c AND A"l':.)O:»l'UEHIC AO~IINl:iTHATION
:1AL STUDIES &RANCII, on·1ca:: Of' 11f UROLOGY, NA'flONAL WEATHER SERVICE
_,_ -· _,__;-· ~~:.
l:rj :x: ~
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tJj
1-1 ,-3
30 1
~----~ I I I •----
11 Ou JI !j I JO' 1 r1 I II 7° I I ~j I :an• I ft I 116" -'ll , -
·--_..---· ----· -.,._,_ .. --------~ -
Ir,· .
. lHTENSITY.PtlR/1110N o~s IGN CHART i / 0 0 Y"e:A Jot. ~7"~,W
. ,.:,. . t W:J ·1mmnnmnnnr-4-1-h1-.1tr1:,1. ll1ll L. ...•• r. • . .:IihiiJ" . mhmwu · · "'"""'" · . . .... 645
198.4.
.,
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Equation: I ··• 7 •44 P 6 D
I • Intensity (In./Hr.)
t'I. i++f-+H+H-l·H-H-H-HiHHHHlll+H+l½H+IHfflHHll1
o: l 20 30 40 50 1 2 3 ·4 .............. ,.._ .. H"''"'"
6
0\ I
Directions for .Application:
.. 1 l From prec1p1 tat ion maps determine 6 hr. and
24 hr. amounts for the selected.frequency.
These maps are printed in the County Hy.drolog
Manual (10, 50 and. 100 yr.· maps included tn t
D~stgn -and Procedure Manual). ·
2) Adjust 6 hr. precipitation (if nece·s'sary) so
that it is within the ringe of 45% to 651 6f
the 24 hr. precipitation. {Hot applicable to Desert) . ·
3) Plot 6 hr. precipitation on the rioht side
of the chart.. · ·
4) Draw a. ·11ne ti .. ·ough the point parallel to the:
plotted lines.
5) T~1s line is the intensity-duration curve· for
the location being analyzed.
Application Form:
0) Selected.Frequency IOO yr.
* 1) P6 • 2.?S in., P24= 4.Sp. P6 = ,1,1 %*
P24
2) Adjusted *P6= Z, 75 in.
3) tc • ____ min.
4) I • ____ in/hr.
*Not Applicable to Desert Region
This chart replaces the Intensity-
Durat1on-Frequency curves used since
1965. ""'""'\
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· HYDRAULICS: DISCHARGE OF ·e1RCULAR PIPE .FLOWING FULL
IIEFEAENCE U. 8. DEPARTMENT OF .AGRICC.-LTURE SOIL CONSERVATION SERVICE
H. H. J:lennett, Chief
E:-GI!'iEERI:SG 8TA!'iDARD8 r:-IT
STANDARD DWG. NO.
ES-54
SHEET_ 2
n,-ri-EXHIBIT 'U'
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HYDRAULICS: CRITICA'L DEPTHS AND DISCHARGES IN TRAPEZOIDAL AND RECTANGULAR SECTIONS
Values of" ~ • Crifit:ol dischorp ,:.f':•.
I) b bolfom widfh --;;;-
Ii ~ <:I I) <II ..: .; 0 .,; I) .. I) -s () a; () . .., <S
d1111l11,11!i;11l11J1lit1,lflt1l111-l;•1!11111IJ11!IJL~1l111;l11d1111J1111J1JJl~111il ~111~111 1;,1 111•• 11l11,)'!1111!11;·lt 'tl>11111,1;111 1 ,l1111l11)1l1111i I I l, ')II t 0.00 ;; , ,, 7 ,, 7 ) J _> _ 1/ J , , 7 ,.! J 7 '-',~
--·~/ 't;ll,, //~ti5~¼~~H~~~~~11~~~~~~~wf / _.,,P
/ ii,
o.tO
o.tll
~
c.."' q.,.
~
CHECK OF' GRAPHICAL SOLIJT'ION
The f"orm1.1/a /'or critical di.scharge in a chcmnel
or any section is
Ql•g_~
Q,:; •Crilica/ dischorg~ c.F.s.
a • Cros~ ·sectional arep ·of" c;hann11I .~I crilical
depth de -rt
T •Width of' cross secllon al critical depth de -rt.
~XAMPL£•
Q,: •15.;J t:.t:s; b•.3·rt;· Z•5 ,t •5./1 -i • j • 1,,t;7
l?eacidr: -o.1;ssr1..
~·
~ •. bdc t ztfc z • J X{0.6SS) t S{o.,ss)Z
• /.9'iS-tZ./45/Z •.4./10/Z sq •. f'f.
T • b + 2 zdc " .J +(2 XS X 0. '655) . .
• ~ + G.55 • 9.SS'rf.
4 (4.II0izJ4 Qci" g,:; -~~ •ZJJ.<!17
0c: • IS.29I c.f.s .
REFtR~NCe This nomo9ram was
Sfondorqs· · Llnif.
d~veloped o/ Poul 0. Dovbf .or the ·Ell9ineerin9.
.,'t.00
1v. ~ 'O
~-IIO 0 •' (l ~ .
REeTANGIILAR SECTIONS
For reclOJ?g.:,lar sect,pns,. (he
rofio· ¾, • O end values of' d,:-COI?
.he read directly olong the
coinc,dt:nf Q¼ ond ¾ • 0 .sCDlt!'!I.
F'or ezcmpte, 1r 0% •10.j f'or
.recfangubr section, then de;•'{. 4!J
. Wafer .su~race . .
. r~Crifico/ discharge· A1' ~ QC . Z
. 1-4 · b · .1
" •. c1,tz V g(b +·z de )a
"<C C b+Z_~dc
Qc •, Tofa/ crificalqischarge ~ c.f:s.
de .. : ~rific;ol depth -f'f.
h :; Bot fom width or .sec.lion -rt
. 5 •,;J , • f • Horizontal .z a1 .1ue s,ope rp ,0, Vertical
g • .JZ.16 f'l./.sec. ~
. ti. S. 1>.i-:P.AR"l"MENT OF AGRICUI.TURE . !STANDARD .bWG •. No; SOil. CO~SERVATl()N Sl<;RVICR '. ·
. H. JI. Ben .... ._, Phief . · · ES "'. 2 4
~GJ~o'f!:E~IXG STAXllAUD~ l'.NJT·. SHEET
DAJE
REVI.SEO 3·30"-:51
_I -·°'-: .3.___
.L:,1·~50 ...
EXHTRT'T' 'W'
. ~-~ •., ,,
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I FRASER & ASSOCIATES, Consulting Engi'neers
le· ~p_w· A . ..,-:AIDDl£._0 --lb ~AA. Sro..cm
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