1996-4619 G
r
Street Address
~lþ~
I
¿¡JlLffþ
Serial #
Category
1~ /q G;
I
Description
Name
Plan ck, #
Year
recdescv
.
~
Hydrology and Hydraulic Analysis and Design
For:
Gene and Barbara Hirschkoff ,
6541 Flamenco Court
La Costa, Ca. 92009
Site:
Calle Margarita, Encinitas, Ca,
Site Legal: Parcel 3 of Parcel Map No. 17122
A. P. N, 264-240-21
Site Coordinates:
Longitude:
Latitude:
117013'
3304'
Site Characteristics:
Gently sloping hillside varying from 3 to 8 percent slope. Site has vacant lot
weed and grass cover except for domestic planting in southerly portion. Natural
drainage path is by sheet flow in a southerly direction parallel to property lines.
Adjoining properties to south originally accepted the drainage from this site by sheet
flow but have concentrated flows into earthen brow ditches and directed drainage
around cut embankments for residential pad grading. Temporary ditches and a
desiltation basin have been constructed on site to direct runoff waters to the adjoining
properties earthen ditches.
Storm Drainage Provisions:
Storm drain facilities have been conceptually designed by H & L Engineering.
The facilities collect site drainage along the southerly property line and by means
concrete brow ditch, then by culvert, discharges storm waters to the south of the
southerly adjoining residential sites. See agreement letter dated 1-19-1996 between
Hirschkoff and Lloyd.
Hydrology
Precipitation:
24 hour precipitation = 5,1 inches I hour = P6
6 hour precipitation = 2,8 inches I hour = P24
P61 P24 = .55
Time of concentration:
For small drainage tributary areas use time of concentration of 10 minute
minimum.
Rainfall intensity for 100 year storm: I (100 ) = 4.8, inches I hour
Soil type: "0"
Runoff coefficient:
For house and pad areas use weighted runoff coefficient. Assume 50% rural
and 50% impervious.
Rural 50% ( .45) = 0.23
Impervious 50% ( 1.00 ) = 0.50
Weighted runoff coefficient ( C ) = 0.73
Drainage sector Area ( acres) Q 100 ( CIA)
A 0.30 1.05 cfs
B 0.20 0.70
C 0.08 0.28
0 0,06 0,21
~( ~ J,
" ':j.
. Q;: "
'~
{Irø ~ pee. ¡).RIYEJ1IAY PER ~.I'¡
E,Ü.sT. /EL.. B"'X
EX/Sr. .sEwE~ LATERAL
/
/
//
ì'
I ,
-.9
"(
,~
,
,~ l
~I
..
~I
~- ~
~
/
/'
,,///
,/
/
--"nm ,-.,
-
----
Alta Vista
ßngineering
Civil Sngineers and Land Planners
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Hircshkoff
Comment: Discharge 'A'
Solve Fo' - Depth
Given Input Data:
Bottom Width.....
Manning's n. .,...
Channel Slope....
Discharge...... ..
Computed Results:
Depth. . . . . . .. . " . .
Velocity.........
Flow Area... .....
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
5,00 ft
0.045
0.0700 fL/ft,
1.05 cfs
0 . 11 1't
1 .93 fPé,;
0.54 sf
5.00ft
5.22 ft
0.11 ft
0.06:',1 ft/ft
1.03 (f 1m..) Ù,;
Supercrit,ical)
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Hircshkoff
Comment: Discharge 'B'
Sol ve Fo)- Depth
Given Input Data:
Bottom Width.....
Manning's n..."..
Channel Slope..".
Discharge....... .
Computed Results:
Dep t h . . . . . . . . . . . .
Velocity....." ...
Flow Area..... "..
Flow Top Width...
Wetted Perimeter.
Critical Depth.."
Critical Slope...
Froude Number....
10.00 ft.
0.045
0.0700ft/ft
0,,70 cfs
0.06 ft
1.26 fps
0.55 sf
10.00 ft
10,,11 ft
0.05 ft
0.0795 ft/ft
0.94 (flow i:::õ;
~:)ubcY' itical )
Open Channel Flow Module, Version 3.3 (c) 1991
flfH)stad r'1ethods, Inc. * 37 B'(ookside Rei *- l-JaterbUl'y, Ct 06708
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Hirschkoff
Comment: Discharge 'c' & '8'
Solve For Actual Depth
Given
Input Data:
Diameter.. ... .....
Slope. . . . . . . . . . . . .
Manning's n... ....
Discharge.........
Computed
Results:
Depth.............
Velocity..........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
0.33 ft
0.2500 ft/ft
0.010
0.2Ò cfs
0.11 ft
11 .4 /' tps
0.02 sf
0.29 ft
0.0121 fLirt
32.80 %
1.20 cfs
1.30 cfs
7.20 (flow is Super critical)
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Duriltion
Iiours
COU/frY OF SAN 0 lEGO
DEPART/1ENT OF SANITATION &
FLOOD COtlTROL
45'
30' :
I I .
15' ~
!
33°
"
~
...
f
1>
:..
.....
:n
J1
451
Pr<p.'f'oJ by
)þ
'ü
-0
m
Z
0
H
X
v,s. DEPARTí\1E~lr OF COMMERCE
NATIONAL OCEANIC AND ^r'~()SI'IIEIUC ^D~:¡NISTRATION
SPECI...L STUDIES BRANCH, OFFICE OF IItIJROLOGY. NATIONAL WEATHER SERVICE
301 J I. I
I
15 '
;;'-'
.....
I
m
l¡51
1181
30'
151
Revised 1/85
APPENDIX XI-E
,00".. I
, .
. .
1160
r
~ .
COUNTY Of SAN DIEGO
DEPARHIENï OF SAN nATION &
FlOOt) CONTROL
. .
451
3D'
15 :
33°
45'
-.
u.s. DEPARTr,IENlr OF Cm1MH~CE
Prcp..+,.j by
NATIOtiAL OCE,\~;IC ">NO ^r,IO~I'J!ElnC ^O~lIt;l~THATION
"'W^' <TOO", "'^""'3::'«' G' ~'HWCO"" N""ï"^' ""T"'" ,,"YOC'
1111"
J i ~j I
117"
I r¡ I
I ~; I
)0'
]0'
I ~ I
I I (j"
Rcvised 1/85
APPENDIX XI-II
ENGINEERING
& SURVEYING
1525 Escondido Blvd" Suite A, Escondido, CA 92025
(619) 741.0533 FAX (619) 741.5794
July 19, 1996
City of Encinitas
Building Department
505 S. Vulcan Avenue
Encinitas, Ca. 92025-3633
1'-::,---) ¡'~ rr~ I ~ 11 !
~j -.t ; r. '-::! L:'; ,
¡. 1 L~
LJU '
JUL 11 1996
Job No. 4168
ENGINEERING SEfiVICES
CITY OF ENC!NITAS
Site:
Hirschko ff Residence
Subject: Rough Grading Report
TO WHOM IT MAY CONCERN:
Rough grading has been completed for the proposed single-family residence pad, at the
above referenced location. A grading plan has been prepared for this project by Bruce
MacFarlane, RCE 28062. Attached is a copy of the as-built grading plan showing
approximate test locations and grading limits. A field representative fÌ'om our firm was
present to monitor this grading and to ensure compliance with applicable City of Encinitas
ordinances. Grading took place between May 23, 1996 and June 19, 1996. Grading was
performed by Jerry Salseth Grading of Fall brook.
All brush, vegetation, debris, and topsoils were removed from the site prior to grading.
An initial 20' wide keyway was excavated at the toe of the fill. This excavation extended
to a depth of approximately 22' below existing natural grade at the toe. The bottom of
the keyway was then ripped, watered and compacted to a minimum of 90% prior to
beginning the embankment. The existing lot material was "keyed" into as embankment was
brought up in approximately 8 inch lifts.
Excavation material was then pushed by a CAT 955L Track Loader & D-8 Dozer into the
adjacent embankment area. A CAT 814 compactor was used to spread, mix and compact
the embankment. A CAT 824 B rubber-tire dozer was also used for compaction
equipment. This material was then watered, spread, and compacted in approximately 8
inch layers to a minimum of 90% relative compaction,
A minimum 4' non-expansive soil cap was placed under the proposed structure and
extended approximately 5' outside the house footprint, Prior to placing the 4' soil cap,
the subgrade was compacted and graded to drain at approximately 1 % to the fill slope
face. No grading or soil rework was done in the proposed driveway area. When exact
driveway alignment and grades are determined additional recommendations should be
sought from this Engineer. It should be noted that the native on-site soils are expansive in
nature and any structures proposed outside of the non-expansive cap should be designed
by a qualified professional engineer. A representative from this firm was present to
perform visual inspections as grading progressed and to perfonn relative compaction
testing at representative locations to ensure that adequate compaction was obtained. Site
StlJ1lTT13ry of our test results and test location plat is attached hereto and made a part of this
report. Density testing was performed in accordance with ASTM 2922 (Nuclear) and
D1557 procedures,
The concrete reinforcement recommendations herein should not be considered to preclude
the development of shrinkage related cracks, etc. Rather, these recommendations are
intended to minimize this potential. If shrinkage cracks do develop, as is expected from
concrete, reinforcements tend to limit the propagation of these features. These
recommendations are believed to be reasonable and in keeping with the local standard of
construction practice. Special attention should be given to any "re-entrant" corners
(approx. 270 degree corners) and curing practices during and after concrete pour in order
to further minimize shrinkage cracks.
It should be noted that the characteristics of as-compacted fill may change due to post-
construction changes from cycles of drying and wetting, water infiltration, applied loads,
environmental changes, etc, These changes may cause detrimental changes in the fill
characteristics such as strength behavior, compressibility behavior, volume change
behavior, permeability, etc.
This office is to be notified no later than 3 :00 p,m on the date before any of the following
operations begin to schedule appropriate testing and/or inspections:
1.
Fill placed under any conditions 12 inches or more in depth and/or pool or out
building construction to include:
a. Building pads.
b. Tennis Courts
c, Utility trench backfills.
d, Retaining wall bacldiIVpool excavation ramp backfill.
e. The spreading or placement of soil obtained 1Ì'om any excavation (footing or
pool, etc.),
2.
Foundation excavations and foundation and slab reinforcement.
4.
The site is considered acceptable for the construction of the planned residence.
Residential construction shall conform to the following recommendations:
FOUNDATION:
The owner/developer should be made aware of the possibility of shrinkage cracks in
concrete and stucco materials. The American Concrete Institute indicated that most
concrete shrinks about 1/8 inch in 20 feet. Separation between construction and cold
joints should also be expected.
1.
It is recommended that normal concrete wall footings be used in accordance with
Uniform Building Code design (i.e. 18 inches wide by 18 inches deep and 18
inches wide by 24 inches deep) for one and two story structures respectively.
Isolated square footings should be at least 24 inches by 24 inches wide and 18
inches deep, for one story structures. Minimum depths are measured from the
lowest adjacent ground surface, not including the sand/gravel under the slab.
Note: The foundation in the area of the master bedroom which steps down to the
lower pad elevation shall be increased in size to 24 inches wide by 30 inches
deep or a minimum of6 inches (whichever is greater) into expansive soils.
This foundation shall be poured full width up to the floor elevation. Minimum
reinforcement shall consist of three #5 bars placed 3 inches from the bottom
of the footing and three #5 bars every 12 inches in vertical height thereafter.
Vertical steel reinforcement shall consist of two #5 bars placed every 24 inches
horizontally. In this area of the increased foundation size, an acceptable sub-
surface drain should be placed to prevent any ponding of water against or near
the structure,
2.
Minimum foundation shall use four #5 reinforcing bars continuous in all interior
and exterior footings of the main residence. Place two bars 3 inches below the top
of the footing and two bars 3 inches above the bottom of the footing,
Reinforcement for isolated square footings should be designed by the project
structural engineer,
3.
All interior slabs must be a mininmm of 5 inches in thickness reinforced with #3
reinforcing bars spaced at 18 inches on center each way, placed one and one-half
inches below the top of the slab, Use 4 inches of clean sand (SE 30 or greater)
beneath all slabs. A six-mil plastic moisture barrier is recommended and if used,
must be placed mid-height in the sand.
The minimum steel reinforcement provided herein is based on soil characteristics
only and is not intended to be in lieu of reinforcement necessary for structural
considerations.
11.
5.
Provide contraction joints consisting of sawcuts spaced 12 feet on center each way
within 24 hours of concrete pour for all interior slabs, The sawcuts must be a
minimum of one-half inch in depth and must not exceed three-quarter inch in depth
or the reinforcing may be damaged.
6.
All underground utility trenched beneath interior and exterior slabs should be
compacted to a minimum of 90% of the maximum dry density of the soil. Care
should be taken not to crush the utilities or pipes during the compaction of the
trench backfill. Supplemental testing will be required when that work is
accomplished and will be certified in a separate report.
7.
All exterior slabs (walkways, patios, etc.) must be minimum of 4 inches in
thickness reinforced with 6" x 6" # 1 0 welded wire mesh placed one and one-half
inches below the top of spaced 6 feet on center each way within 24 hours of
concrete pour. The depth of the sawcuts should be descnDed in Item #5 above.
8.
This office is to be notified to inspect the footing trenches. foundation and slab
area reinforcing prior to concrete pour.
9.
Footings located on or adjacent to the top of the slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of7 feet or one-third of
the slope height, whichever is greater, between the bottom edge of the footing
and the face of the slope. The outer edge of all fill slopes experience "down slope
creep" which may cause distress to structured, If any structures, including
building, patios, side-walks, swimming pools, spas, etc" are placed within the
setback, FURTHER RECOMMENDATIONS WILL BE REQUIRED,
10.
All footings and slab areas shall be kept in a moist condition for a minimum of 48
hours prior to placement of sand, visqueen or concrete, Monitored rainbirds or
hand watering periodically during the daylight hours is recommended.
Our description of grading operations, as well as observation and testing services
herein, have been limited to those grading operations performed during the period
May 23, 1996 through June 19, 1996. The conclusions contained herein have been
based upon our observations and testing as noted, No representation are made as
to the quality or extent ofmateriaIs not observed and tested.
SLOPES:
Fill slopes were constructed on a 2: 1 or flatter slope ratio, maximum fill slope height is 8'j:
feet. ( All slopes are uniformly stable)
All slopes should be landscaped with types of plants and planting that do not require
excessive irrigation, Excess watering of slopes should be avoided. Slopes left unplanted
will be subject to erosion. The irrigation system should be installed in accordance with the
requirements of the governing agencies.
------~~--- "- "'!
Water should not be allowed to flow over the slopes in an uncontrolled manner. Until
landscaping is fully established, plastic sheeting should be kept accessible to protect the
slopes fÌ'om periods of prolonged and/or heavy rainfall. Berms should be maintained along
the top edges of fill slopes.
DRAINAGE:
The owner/developer is responsible to ensure adequate measures are taken to properly
finish grade the construction area after any structures and other improvements are in place
so that the drainage water fÌ'om the improved site and adjacent properties are directed
away fÌ'om proposed structures. A minimum of two percent gradient should be maintained
away fÌ'om all slabs or foundations. Roof gutters and downspouts should be led away
fÌ'om the foundations and slab. Installation of area drains in the yard should also be
considered.
In no case should water be allowed to pond or flow over slopes. The property owner
should be made aware that altering drainage patterns, landscaping, the addition of patios,
planters, and other improvements, as well as over irrigation and variations in seasonal
rainfall, all affect subsurface moisture conditions, which in turn can affect the performance
of the on site soils.
The attached drawing details the approximate locations of cuts, fill and locations of the
density tests taken and is applicable to the site at the time this report was prepared, This
report should be considered valid for permit purposes for a period of six months and is
subject to review by our firm at that time. IF ANY CHANGES ARE MADE - PAD
SIZE, BUILDING LOCATION, ELEVATIONS, ETc. - TlDS REPORT WILL
BECOME INVALID AND FURTHER ENGINEERING AND
RECOMMENDATIONS WILL BECOME NECESSARY,
Residential construction shall also conform to recommendations contained in our
Preliminary Soils Report for this project.
If you have any questions or need clarifications, please contact this office at your
convenience. Reference to our Job No. 4168 will expedite our response to your inquiries.
Re
':';',"
:.:
TEST LOCA nON 0,;, F,;, FIELD RELA rIVE
NO, OF TEST MOISTURE COt1PACnON
CONTENT (%) %
S€t: -/8 f /07. £3
~-- () - '7' I PL-Aï 17,87 loZ,.3
2. n -/8 I' /£/s- / 00 . 7"
/ /,0
- 'I, ".". I /07.8
C- .3 -/9 2 o. I ~tì.7
'f -1- "', -/1' 2 o. 2. /0/, /ó 7. 8
II S- '/ I 1/.6 /oz.S ///,D
-/7
c- ~ " -/7 '
- '16 20'67 /01,0 /I/. 0
'f N -/7 ' 02/.3 61, 2. / () 7. 8
" -z..v ' /&.s- /oS"./ ///.ò
c¡ "., -/~ I' /9.7 /ðz.7 /1/ cJ
/f /0 " - /'1'
.2. /, s-r /ð /./ 1//-0 /, I i
" // I'( -flf 2.1.2'7 /03. "1.0 '7 3.~ 1
" /2. 'I - 13" I '7. ß 8 103.S- 111.0 '1 3,2
(,-</-'1c:' 3 " ". 2 J. s-7 /þt). + / / /, () 7'IJ. ,,(.
-II
If 14 " -1/' 2r.>.8S" /0 0...3 t>..J'?'1
II /.5 'I -7' 2..4-7 ,? '7
.. /(ø -7'£" 2./.31 ¡Oo.! II/. (/ 7¿). 2 I
I /I -¥' 111.28 () z, 7 / / /, f) '12.S-
I, 18 " , /. 'Jt:. 94. 2[
-5' /04, t. /.0
1'/ 1 '1 "'" I ð 4. 2. '73.")/
-s- /2..s-1
,. 2.0 " I It,.¿
" 21 r, ...-.3 lB. ~B II- IJ
" 22. " - 3.lJ- /C.8b
/t>2.o /11 ()
'f /'I' , , '1.0 'i,.Co "'.0
2.) +/
,. 24 ,-vA-'" /7. Z 2 /01./ /11. v
G(o.,." f L çv,
S TE: !I//{SCIIKO,ç,c /<. é~. ENGINEERING
& SU RVEYI NG
1525 Escondldo Blvd.. Suite A. Escondldo. CA 92025
(6191 741-0533 FAX (619) 741-5794
.
-1
LABORATORY COMPACTION TEST RESULTS
SOIL DESCRIPTION
MAX, WET
DENSITY
(PCF)
, 2~,4
OPTIt1Ut1
MOISTURE
CONTENT (%)
2/)1.
/71.
"AX, DRY
DENS! TY
(PCF)
/D '7.8
III. D
A/\/- 5R4Y 'sILlY CLAy
A/1.J- GKA V CLA'¡'
12'1.9
>-
~ -ffi- -
- I
V) I
Z I
I.LJ I
Q I
I
I
I
MO I STURE
LABORATORY COMPACTION TEST RESULTS
SOIL DESCRIPTION MAX, WET OPTIMUM "AX. DRY
DENSITY MOISTURE DENSITY >-
(PCF) CONTENT (I) (PCF) ~ TT\
V')
TAAI Gt?AY $I¿ TV CL.4 Y /21.9 /7,0 /11.0 Z
UJ I
0 I
M PoR,ï ¡v¡ I X - ¡riN .sAND 1],8 [24.1 .
/41.2- .
6JMY SAN:!;) .
M) [STURE
I ¡/o¡(í 6í',A Y -SAA/ð 13+,~ 1.2.2 I ¿ 0.0
ß /1/. II7¡J();f.r SAAIÒ 131.3 11.,7
DATE TEST LOCA nON O.G, F,G, FIELD RE'..ATIVE
OF NO, OF TEST MOISTURE CœfPACnON
TEST euv CONTENT (%) %
etr
C,- - rc. zS' /J::.Ar 31-( S' Z 0, 2. 100.3 ///.0 7::>. ~ I
b- 7~ 71- 2f- ,. 34'£ 1/3.0 -=10 l
/0. (.
2.7 h I ~.'8 72..1 1
~ 7-7~ 3+1 I /~.3 12.4-,/
/. " I 2.. 81 113,,? /2Ð.O '7¿,' 1
341
~ ¡C/- '7 ~ 29 " 343 / .l-s' /07.7 //~.5 7' 2. s-
3D N /.9.s- //6,.r I i 4../
34-3 /o(,..r
Æ, I 7~ ~ 3 I þ. 34+ 7,8 /6C. ~ //~.s-I ~ 31
/
32. t, 344 7. 44 /0'7. g l¡t.S- 7<31
(;- B'l~ 1"' 10.2 /DB. '- / /6..s- I '7':;'¡
3') 342.
t, 34 N 34-2- /3,2../ /ð 4.,7 //6 . S- I 7;;'~.r
3.5- ,/ , - - '1
.3..33 3.2'2. /D4, 7.;.
S TE: 11111....5C~/(DÇ,c J?~.5,
ENGINEERING
& SURVEYING
1525 Escondldo Blvd.. Suite A. EsconcUdo. CA 92025
(619) 741-0533 FAX (619) 741-5794
---, ....
~
I' . ~ \\ ,. A¡?f/~DXI,.A1ATE"' ~E~r LOU/TIDAl Q Ii
~ \ ¡PL A I JI
ç PJi!/YATL ~ðA" EA.sE MEIVT EX SliNG CUl
"\-\ ,ÞEJi! MAP IV.:? 12ß/~ I
, PRO OSEe C
~ - --... f.,;871r.s 0":- ~¿-/'1()VI9L¿ e)lstlNGcor
CAr pL.A.c.Ë/"fE/IJ r I I
"
E IS INO RE1
~ ~
L;lI.31'. rLi.. Bd'/( '
.' -- _00- - -.. . '-'- ~I.. :AN£b ()r
.'~ ~~ -,_£x¿.g:.o!<~""'!,:'\~!<'~~ AS ~££Þ£¿:
~ ~ ~ "Z... ;¡
. \)) ,!
3" 'I
. \' ~
.. \ . ,/" oP 'í Or I' UILT'/
3y'¡ 1.-' E 1J /... IN£' ,i
'7 -8 -1t,
., il '
= TO
.g!~z:::: - ":'Eè£'!'_-
. '.....,
. " -
," Î'...J"'-
- 'v /
I
(.
ì
/
~
'- ;l
-.......,¡
2
:1' ,.,;'
, "
".. 1,'
",' !,
// I :1
./ I:
.j: /'
ii' ,,/
~..
,I
,,/' II
/' I ~
I'
~
.,
:1
,.".
" ,
.....
'/.22
'; ~
......
/' .
January 19, 1996
6541 Flamenco Ct
La Costa. CA 92009
Mr. Christopher Lloyd
Double L Ranch Development
3615 Fortuna Ranch Rd
Encinitas. CA 92024
Dear Chris:
The purpose of this lettez is to obtain written confirmation of the agreement we reached on the
telephone last week regarding the provision of offsite drainage for our lot in Double L Ranch,
As we discussed, the City of Encinitas has indicated that they will require a provision for directing
.,..ID~ g9~ Of wa~çoming from lots 3 and 4 in the development in order to grant building permits
for dïose lots, Such a provision was required fotlot$ 1 and 2 (Floyd and Mceain) and was
provided by you prior to the construction on those lots. At our expense. we contracted with HL
Engineering to prepare a suitable offsite drainage plan for our 10L That pIan involves the
installation of D- 75 drainage ditches on our lot directing flow to an underground pipeline (similar
to the one for lots 1 and 2) through the Lyon property to the south of our lot; such a line would
direct the runoff to the stonn sewer in Rancho Encinitas Rd, David Lyon suggested that this
approach would be most efficient and was agreeable to him. and that he would be willing to grant
Jot 3 an easement for this purpose provided that he would not be required to bear any costs of
installation or maintenance of the line.
We then discussed this plan with the City of Encinitas. The City told us this plan would satisfy
their mquirements. They also said that if we submitted it as part of our building plans for the
house we wish to build on the lot and tied the drainage plan for the project into this offsite line.
that would be acceptable provided that the offsite line installation were completed during the course
of construction of that house.
The drainage plan was then forwarded to your engineers. Fraser Engineering. for review; they
have confinned that the plan is acceptable. but have suggested that the size of the offsite line be
resized to accommodate flow from lot 4 as well. This would enable the owners of lot 4 to also
make use of this line to satisfy City requirements, This is acceptable to us and we are prepared to
grant an easement to lot 4 to tie into the drainage ditches on our lot However, we would expect
those owners to reimburse us for one-half of the cost of that portion of the ditch which would run
from the lot 3 - lot 4 property line to the entrance to the offsite line, in consideration of th~
easement '
We obtained a cost estimate from Lane Fukuda for installing the offsite line alone and forwarded
that to you along with some alternative (more expensive estimates) which Dave Lyon had obtained.
along with a copy of the drainage plan, at the same time that we sent the plan along to Fraser
Engineering,
We, of course, will pay for the drainage ditches on our own lot, but requested that you cover the
cost for the offsite line. in the same manner as you did for lots 1 and 2. On the telephone last
week. you noted that you were not currently in a financial position to undertake the installation of
the offsite line at this time. but you agreed to do so prior to the completion of construction of our
house if this would be acceptable to the City of Encinitas, As noted above. the City conf¡nned that
this would be acceptable and that they would not hold up the issuance to us of a building pennit if
they had this assU(aJ1ce from you.
r "-
...I>-J
The purpose of this letter is to obtain this assurance in writing for submittal to the City.
Please sign the statement below which coDÍmns our agreement as described above as soon as
possible and send us one copy for inclusion in our building pennit package, H you have questions
or problems with this. please call me as soon as possible, (458-5617 work, 431-1148 home)
Thank you very much for your cooperation in this matter.
P,S,
H you Mdt in resize the ~ m ar.L".nmrq~ Fraser ~Ir~-dt- we woul4 be ~py to
ask our engineers to do this. provided that you agree pay for this extra work. 'They tõlir me the .
cost would be $100 - $200 for this, lust let us know, It would also seem fair that you also share
some of the design cost we have already incurred for the plan; of the $890 we paid for the whole
plan. about $600 was for the offsite line; so a contribution of $250 - $300 would seem fair.
Fraser also suggested using straight plastic pipe rather than coaugated metal pipe to save cost; this
plus a larger pipe size to accomodate lot 4 would probably necessitate some rip-rap dissipator at the
outlet of the pipe; this wasn't included in Lane's estimate, but the reduced cost of the pipe might
offset the cost of the rip-rap,
We will proceed to work with Dave Lyon to obtain the needed easement as soon as we receive you
sign off on this agreement
CONFIRMATION OF AGREEMENr
I, Christopher Uoyd, as managing partner of the Double L Ranch Development. confirm that I
have agreed to provide. for the use of the owner of lot 3 of the Development. the offsite drainage
line called for in the drainage plan prepared by HL Engineering (their job 4168) for Mr, and Mrs.
liir~h1rnff.. and that I will have such line installed and ready for use prior to completion of the
house to be built by the Him;hkoff's on lot 3, I may choose, at my election. to have the line size
adjusted to accommodate the drainage requirement for lot 4 as well, in which case Mr. and Mrs,
Hirschkoff have agreed to grant an easement to lot 4 for purposes of reasonable access to this
offsite line,
~ -kAt
Christopher Uoyd. () ;r
~
Date