1991-1287 G
8165""
. ----.----------- ----
Category
/"Z.-l> I Iq
Name
Plan cK. #
Street Address
I
;2.e; 78 <I
Serial #
U I L.L-E.t2. {GCfSl O&t)cL
Description
Year
l~g1 9
ALLIED EARTH TECHNOLOGY, INC.
RORFRl CHAr--., fl,E
1466 PIONEER WAY, SUITE 8
EL CAJON, CAlifORNIA 92020
TELEPHONE (619) 447-4747
July 22, 1991
Mr. Dean Miller
3332 Rocking Horse Circle
Encinitas, CA. 92024
Subject
Project No. 91-25F3
Report of Compacted Filled Ground
Proposed Sport Court Site
3332 Rocking Horse Circle
Encinitas, California
Dear Mr. Miller:
This report records our observations and the results of tests
performed in connection with our inspection of the compaction of fill
soils placed on certain areas of the proposed sport court site on
subject property, more specifically referred to as being Lot 44,
according to Map thereof No. 11809, in the City of Encinitas, State of
California.
The grading reported herein was accomplished during the period between
July 11 and 18, 1991, inclusive. Prior to grading, the site was
cleared and grubbed. A key was excavated into the competent natural
soils beneath the upper/top soils. The fill soils were obtained from
the proposed corral area on the site.
All fill soils were properly moistened, and uniformly compacted in
lifts on the order of 8 inches.
The elevations of fill at which the tests were taken and the final
test results are presented on page T-1, under, "Table of Test
Results". The laboratory determinations of the maximum dry density
and moisture content of the fill materials are set forth on Page L-1,
under "Laboratory Test Results". The approximate location of the
compacted filled ground and field density tests are presented on
Figure NO.1, entitled, "Approximate Location of Compacted Filled
Ground" .
Project No. 91-25F3
Mr. Dean Miller
07/22/91
Page 2
The results
placed and
maximum dry
support the
of the tests and observations indicate that
tested have been compacted to at least 90
density. Test results indicate that these
proposed sport court without detrimental
the soils
percent of
soils will
settlement.
Laboratory test results indicate that some of the soils remaining
within the upper 3 feet below finished grade possess high expansion
potential (Expansion Index = 106). It is recommended that the highly
expansive nature of these soils be taken into consideration when
designing the concrete slab of the proposed sport court. Post-
tensioned slabs are recommended.
Please note that additional grading will be accomplished in the
northwest portion of the property to create an "undulating effect", as
noted on the approved grading plan. Our firm has not tested any fill
soils placed in this area. Retaining walls as shown on the approved
grading plan have not been constructed. All backfill soils placed
behind the retaining walls should be compacted to at least 90 percent
of maximum dry density.
Proper control of the site drainage and regular maintenance of all
drainage facilities are important factors related to the overall
stability of the soil mass. No surface water should be allow=d to
collect and/or pond on the sport court pad, and the runoff should be
directed to flow into the street gutter or other suitable on-site
drainage facilities.
The soil conditions encountered on the site during grading
differ substantially from those presented in our Report of
Investigation for subject property (same Project number as
dated May 14, 1991) and all grading recommendations presented
have been substantially complied with.
did not
Limited
above,
therein
Should you have any questions regarding the contents of this
please feel free to contact our office at your convenience.
opportunity to be of service is sincerely appreciated.
report,
This
Pages L-1 and T-1, and Figure No.1 are parts of this report.
ubmitted,
HNOLOGY, I NC.
.
Project No. 9l-25F3
Mr. Dean Miller
07/22/91
Page L-l
LABORATORY TEST RESULTS
---------- -------
---------- ---- -------
The mpximum dry density and optimum moisture content of the backfill
materials as determined by A.S.T.M. D1557-78, Method A, are presented
as follows :
Soil
Type
Soil Description
Maximum
Dry Density
(lbs./cu.ft. )
Optimum Moisture
Content
(% Dry wt.)
1
Reddish brown sandy clay (CH)
118.5
16.5
1.
Reddish brown clayey sand (SCl
124.0
12.0
The Expansion Index of
danc~ with UBC Test
presented as follows :
the soils encountered was determined
Method 29-2. The results of the
in accor-
test are
Soil
Type
Soil Description
Expansion
Index
1
Reddish brown sandy clay (CH)
106*
* Considered to have high expansion potential
.
Project No. 91-25F3
Mr. Dean Miller
07/22/90
Page T-1
TABLE OF TEST RESULTS
Elevation
of Fill Moisture Dry Maximum Date
Test Soil at Test Content Density .Dry Density Pel:cent of
No. Type (Ft. ) (% Dry wt.)(lb./cu.ft.)(lb./cu.ft.) Compaction Test
1 1 276.0 15.1 116.3 118.5 98.1 07/11/91
2 2 278.0 12.9 117.0 124.0 94.3 07/16/91
3 2 280.0 13 .1 115.2 124.0 92.9 07/18/91
4 1 282.0 16.8 114.2 118.5 96.4 07/18/91
5 2 283.0 * 11.9 121.7 124.0 98.2 07/19/91
* Finished grade
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AI__LIED SURVEYING
R'\'\1()~ R. Vt\<';Qllfj. 1,<"
1466 PIONEER WAY, SUITE 8
EL CAJON, CALIFORNIA 92020
TELEPHONE (619) 447-4747
July 30, 1991
City of Encinitas
527 Encinitas Boulevard
Encinitas, CA. 92024
Attn: Public Works Department
Subject
Project No. 91-25F3
Rough Pad Certification
Proposed Sport Court
3332 Rocking Horse Circle
Encinitas, California
City of Encinitas Grading plan #1287-G
Gentlemen :
The sport court pad on subject site has been graded in substantial
conformance to the lines and grades as shown on the approved grading
plan, with the following exception:
Surface drainage on the pad is from the east to the west end of the
court, instead of from the center of the court in both the east and
west directions.
The above change will be incorporated into the "as-built" grading
plan.
Please note that the pcc drainage ditch, rip rap splash pad and
retaining walls as shown on the approved grading plan have yet to be
constru<:;ted . "."---
,I
~incerely,
/ALLIED/SURVEYING
r ,}
ROber~~h~n, P.E.
~
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\.1 .JJ[;:I) Ei\.RT'I-1 T'ECI-IN()LC)(i\T, INC:.
._" ""~'~~'__.'~,"~"_._~M_~,,,,.,,.......-...~~
'.__.__U~_',_.,
_________ _.. "__ ---..-.....0 _..._________
1466 PiOr--IfER VV'A Y, SU1TE 8
[1_ C','\JOI'~ C"\Llrt)kNi,!i,.92020
TEUPllO>~[ 16"]')'1 447-4747
....
May 14, 1991
fD)~@~OW~(ID
l.J1) MAY 1 5 1991
CITY OF ENCINITAS
DEPT. OF PUBLIC WORKS
Mr. Dean Miller
3332 Rocking Horse Circle
Encinitas, CA. 92123
Attn: Mr. R. Barker
ENGINEERING DEPT.
Subject
Project No. 91-25F3
Limited Soil Investigation
Proposed Sport Court Site
3332 Rocking Horse Circle
Encinitas, California
Dear Mr. Miller
In accordance with your request, we have performed a limited soil
investigation of subject site, located below the existing building pad
on subject property, more specifically referred to as being Lot No.
44, according to Map thereof No. 11809, in the City of Encinitas,
State of California.
It is our understanding that the improvement consists of grading for a
sport court. The purpose of this report is to present our engineering
evaluation of the site and our engineering recommendations relative to
the proposed improvement thereon.
In order to accomplish this purpose, the undersigned visited the
site on May 1, 1991, reviewed the topography and site conditions,
visually and texturally classified the surface and near-surface soils,
and obtained samples for laboratory testing and analysis.
The samples were tested in the laboratory as more fully described on
page L-1 attached hereto.
1. From the site inspection, it was determined that:
a. Subject site is situated below the existing building pad in
the northwest corner of the property. The existing topography
may be described as sloping gently in a northwesterly
direction.
---
Project No. 91-25F3
Mr. Dean Miller
05/14/91
Page 2
b. The upper soils encountered on the site consist of reddish
brown sandy clay underlain by formation material consisting of
light brown cemented sands at a depth on the order of 2 to 3
feet below existing ground surface.
c. No watercourses will be interrupted by the proposed
construction. No seeps or springs were observed on the site
during our site investigation.
2. It is our conclusion that the proposed improvement can be
undertaken without failure or detrimental foundation movement
occurring as a result of structural loads imposed upon the soils
from the development as presently contemplated and without unduly
infringing Ion the rights of those who control the adjacent
properties and public rights-of-way, if the conditions set forth
below are followed :
a. For the grading phase, it is recommended that the earthwork be
accomplished in accordance with the applicable provisions of
Appendix I attached hereto, entitled, "Recommended Eaxthwoxk
Specifications". Any loose upper/top soils remaining below
finished grade should be removed and uniformly recompacted to
at least 90 percent of maximum dry density prior to the
placement of additional fill soils.
b. The upper sandy clays encountered on the site possess high
expansion potential (Expansion Index = 106) . Fox any
structures constructed on the sport court pad, it is
recommended that the foundations be designed in accordance
with the applicable provisions of Appendix I I I attached
hereto.
c. A safe allowable soil bearing value of 1,000 pounds per square
foot may be used for the design of foundations, 12 inches in
minimum horizontal dimension, and embedded at least 24 inches
below the surface of the competent natural or compacted filled
ground.
d.
Free standing cantilever retaining walls may be
Appropriate retaining wall designs as per the
Regional Standard Drawings may be used.
required.
San Diego
e. Excavation for the proposed retaining walls may be
accomplished in the competent natural soils at a vertical
inclination up to a height of 5 feet. Above a height of 5
feet, the excavation should be flattened to a slope ratio of
3/4: 1 (horizontal: vertical) up to a maximum height of 8
feet.
~
Project No. 91-25F3
Mr. Dean Miller
05/14/91
Page 3
f. Retaining walls should be properly waterproofed and provided
with gravel and perforated pipe drain systems to reduce the
potential for any hydrostatic pressure buildup behind the
walls. The gravel portion of the drain should extend at least
two-thirds the height of the wall and should be enclosed in a
filter fabric envelope. An alternative to the gravel drain
systems would be a drainage product such as "Miradrain", which
is placed directly against the back of the retaining wall.
Gravel and a perforated pipe are placed at the bottom 12
inches of the dr.ainage product. All backfill soils placed
behind the retaining walls should be uniformly compacted to at
least 90 percent of maximum dry density.
g. It is further recommended that the proposed sport court be
constructed in accordance with the approved plans and
applicable ordinances, except where items 2(a) to (f) above
are more stringent.
III are parts of this report.
INC.
r""'-'
. '-"'4lI
Project No. 91-25F3
Mr. Dean Miller
05/14/91
Page L-l
LABORATORY TEST RESULTS
1.
The maximum dry density and optimum moisture
materials, as determined in accordance with
Method A, are presented as follows :
content of the fill
A.S.T.M. D1557-89,
Soil
Description
Maximum
Dry Density
(lbs./cu.ft. )
Optimum
Moisture Content
(% Dry Wt.)
Reddish brown sandy clay
(CH)
118.5
16.5
I
2 .
The Expansion Index of
UBC Test Method 29-2.
follows :
the soils was determined in accordance with
The results of the test are presented as
Soil
Description
Expansion
Index
Reddish brown sandy clay
106 *
* Considered to have high expansion potential
i l=-(-,ii(\l)l~()GY, 11'J(:.
J\ LL ( 1.:. LJ 1-=" j \ J \ 1 i 1
f{CltHf.:! ell \", Pi
1.:66 1'10,,\ll" WAY, SUiTt 8
El (.-\JO.,\, CALIf OR ,,\ 1,\ 92020
TlLlPHOi',l (619) 447.47-17
l\PPENDIX I
-"-- ,I
RE:COI1C1EClDEO EI\RTll\\'ORK SPECJ.F'ICI\TIONS
1. General [)e5cripti9-~' The objective is to obtain uniformity
'lntl internal strength in filled ground by proven engineering
procedures and Lests in order Lo provide a safe foundation
support for the proposed structures. The procedures include
the clp.aring and grubbing, removal of existing structures"
prepariltiun of land to be filled, processing the fill soils,
f iJ ling of the land, and the spreading and compaction of the
filled areas to conform with the grades and slopes as shown
on the approvedl plans.
The Owner or his authorized agent shall retain a qualified Soil
Engineer (herei.n referred to as Engineer) to inspect and test
the fil.led ground during plilcelilent Lo verify its uniformity
of comp'lc:tiun to the specifie,l 90 percent of maximum dry den-
sity. The Engineer shall atlvi se the o\'lI1er or his agent and
the gt'ading c0ntrLlctor inullediately if Llny unsatisfactory con-
clitions are observed to exist ilwl shall have the authority to
reject th!'.' cOl!lpLlcted filled ground until the necessary cor-rec-
tj,vc meClSUl'es are taken, in onler to comply with the rrojpct
sper;ifications. It shall. be the sole responsibility of the
gradi n9 contI'actor to ilchieve the specified degree of compaction.
2. S:learltlg,"Grubbjl~g, and Prep~ring Jlreas to be Filled
la) JIll structures, Cltly vegetation not utilized in landscaping
and other !Jiodeyratlaule refuse shall be piled and removed,
or otherwise disposed of as to leave the areas to be filled
fn~(~ of vegr:tilt.ion atld debris. i\flY ullccmp<3cted filled ground
Ot" loose cOI1l[.'ressi,ble [Ia lucill ~lroufld. slwll be removed unless
thE'! report recolrulIP.1!rJs othenlise., lIny unst,lble, soft, swampy,
01' otherwise unsui table areas shall be corrected by draining
or removal, or both.
(b) Jlny septic or other buried tanks, if encountered, and debris
must be r'Cmoved from the site ['rior to any building, qrading
or fill. operations. Septic tanks, incJuJing all connecting
drain fields alld other lilies, must be totally removed and
tile resultin<) dert'essio"s prol-'erly reconstructed and filled
to tile complete satisfaction of tile t:ngineer.
Appendix I
Page 2 of 6
(c) lIll wilter vlells on the site which are to be abandoned shall
be capped in accordance with the regulations of the San
Diego County Health Department. The strength of the cap
shall be at least equal to the adjacent soil.
The final elevation of the top of the well casing must be
a minimum of 36 inches below the lowest adjacent grade
prior to any grading operations.
(d) The natural ground which is determined to be satisfactory
for the support of the filled'~round shall then be plowed
or scarified to a depth of at least six inches, and until
the surface is free from ruts, hummocks, or other uneven
features which would tend to prevent uniform compaction
by the equipment to be used.
(e) lifter the natural ground has been prepared, it shall then
be. brought to the proper moisture content and compacted
to not less than 90 percent of maximum dry density in
accordance with the lI.S.T.M. D1557-70 method which uses
25 blows of a 10 pound rammer falling 18 inches on each
of 5 la~ers in a 4-inch diameter 1/30 cubic foot cylin-
drical mold.
(fl Where fills are made on hillsides or exposed slope areas,
with gradients greater than 10 percent, horizontal benches
shall be cut into firm undisturbed natural ground in order
to provide both lateral and vertical stability (refer to
Figure 1). This is to provide a horizontal base so that
each layer is placed and compacted on a horizontal plane.
The initial bench at the toe of the fill shall be at least
10 feet in width on firm undisturbed natural ground at the
elevation of the toe stake placed by the surveyor. The
Engineer shall determine the width and frequency of all
succeeding benches which will vary with the soil conditions
and the steepness of slope.
3. Materials and Special Requirements
(al The fill soils shall consist of select materials free from
vegetable matter, and other deleterious substances, and
shall not contain rocks or lumps greater than 6 inches in
diameter. This may be obtained from the excavation of banks,
borrow pits or any other sources approved by the Engineer
and by mixing soils from one or more sources.
If excessive vegetation, rocks or soils with inadequate
strength or other unacceptable physical characteristics are
encountered, these shall be disposed of in waste areas as
shown on the plans or as directed by the Engineer.
Appendix I
Page 3 01' 6
(b) placement of oversized rock (larger: than 6 inches in di-
ameter) shall be performed under the supervision of the
Engineer. Figure 2 schematically illustrates some of the
ilreas where oversi7.ed rock may be placed. No rocks will
be allowed to "nest" and all void spaces must be carefully
filled with gravel and/or earth, and properly compacted.
(c) ,If, during grading operations, soils are found which were
not encountered and tested in the pr:eliminary investigation,
tests on these soils shall be performed to determine their
physical characteristics. Any special treatment reconunended
in the pr:elimlnary or subsequent soil report not covel:ed
herein shall become an addendum to these specifications.
(d) The test ing and spec 1 f j.ca tions for the compact ion of sub-
grade, subbase and base materials for roads, streets,
highways, or other public pr:operty or rights-of-way shall
be in accordance with the standards of the governmental
agency having jurisdiction.
4. Placing, Spreading, and Compacting Fill Materials
(a) I'Ihen the moisture content of f:he fill material is bel~w
that specified by the Engineer, water shall be added in
the borrow pit until the moisture content is near: optimum
to assure uniform mixing and effective compaction.
(b) \'Ihen the moisture content of the fill material is above
thClt specified by the Engineer, resulting in inadequate
com[Juction or unstable fill, the fill mClterial shall be
ilelilted by blading and sCilrifying or: other: satisfilctory
llIethocls until the mcistur:e content is near optimum as
specified.
(c) After: processing, the suitable fill materiel shall be placed
in layers ,"hich, when compac ted, sha 11 not exceed six inches
(6"). Each layer shall ,be spread evenly and shall be thor-
oU9hly mixed (luring the spreilding to ensure uniformity of
llIilterial and moisture in each layer.
(d) . After "ilch layer has been placed, mixed and spr:ead evenly,
it. shall be thoroughly cOlllpacted to not less than the den-
sity set forth in parugraph 2 (e) above. Compaction shall
be accomplished with sheeps[oot 1"011ers, multiple-wheel
pneumatic-rollers, or other approved types of compaction
equipment, such uS vibrutory equipment that is specially
designed for: certain soil types. Rollers shall be of s11ch
design and maintained to such a level that they will be
Clble to compact the fill material to the r.pecified density.
'I'ill1lpinq feet of sheppsfoot rollers shall be maintained such
th"t the "oil will be compacted rather than sheared by the
roller. Holling shilll be ilccomplishecl while the fill mate-
r iul is at the specifiecl moistur:e content.
''tt'''''''H. :1
1'ilge 4 of (j
Holling of each li'yer sh"ll be continuous over its cntin,
,neil ilnd the rollers shilJlliJake sufficient trips to insure
that the speci fied density hilS been obtilined. HOlling shilll
be ilccomplishecl in il planned procedure such thiJt the entire
areas to be filled shilll receive uniform compactive effort.
(e) The su r faces of the f ill slopes sha 11 be compac ted by
mearis of sheepsfoot rollers or other suitable equipment.
Compacting operiltions shall be continued until the slopes
are stable as determined by the Engineer and until there
is no appreciable amount of lObse soil on the slopes.
Compacting of the slopes sh<111 be accomplished by back-
rolling the slopes in increments of 3 to 5 feet in eleva-
tion gain or by other methods producing satisfactory re-
sults. '
(f) Field density tests shilll be taken for every two. feet in eleva-
tion gain, after compaction, but may be taken at more frequent
intervals (less'than 24 inches in elevation gain) if required
by the Engineer. The location of the tests in pliln shall
be so spaced to give the best possible coverage and shall
be taken no far ther ilpar t than 100 feet. Tests shall be
tilken onl corner and terrace lots for each hlo feet in eleva-
tion gain. 'l'he Engineer liJay tilke additional tests as con-
sidered necessary to check on the uniformity of compaction.
\-Ihere sheepsfoot rollers are used, the tests shall be taken
in the compacted material below the disturbed surface.
No additional layers of fill shall be spread until the
field density tests indicate that the specified density
has been obtained.
(g)' ,The fill operation shall be continued in six-inch compacted
layers dS specified above, until the fill has been brought
to the finished slopes and grades as shown on the approved
grading plans.
5. Inspection. Sufficient inspection by the Engineer shall be
maintained during the filling and compacting operations so that
he can verify that the fill was constructed in accordance with
the accepted specifications.
6. Seasonal Limits. No fill mat8rial shall be placed, spread, or
rolled if wedtl":r conditions increase the moisture content above
permissible limits. \-Ihen the vlork is interrupted by rain, fill
operations Shall not be resumed until field tests by the Engineer
indicate that the moisture content and density of the fill mate-
rials are as previously specified.
7. Limiting Values of Non-expansive Soils. Those soils which expand
3.0 percent or less from air-dry to saturation under a unit load
of 150 pounds per square foot are considered to be non-expansive.
8. ^ll recommenclatiolls presentecl in the attached report are a part
of these specificiJtions.
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APPENDIX III
RECOMMENDED FOUNDATION AND SLAB DESIGN SPECIFICATIONS
BASED ON EXPANSION INDEX
1. Design of foundations and slabs on expansive soils as presented on
Table 1 are based on site soil expansion indices and should not
preclude more restrictive structural or agency requirements. As
an alternative to conventionally reinforced concrete foundations,
post-tensioned structural slab systems, designed by a structural
engineer, may be utilized.
2. Footing embe~ments should be measured below lowest adjacent grade.
At the time of concrete placement, footing excavations should be
moist and free of desiccation cracks.
3. A reinforced concrete grade beam should be constructed across garage
entrances, with similar depth and reinforcement as adjacent peri-
meter footings.
4. For soil with a potential expansion greater than "Low", interior
isolated spread footings and/or partial length footings are not
recommended.
5. Where presaturation is recommended beneath interior slabs, the
recommended moisture should penetrate to the depth of the perimeter
footings. The moisture content should be tested by the geotechnical
consultant 24 hours prior to the placement of concrete. Though
pre saturation of slab subgrade is not a requirement for Very Low and
Low Expansion potentials, optimum moisture conditions should be
maintained or reestablished just prior to the placement of slab
concrete.
6. Below proposed slabs-on-grade in areas to be tiled or carpeted, a
visqueen-type moisture barrier should be placed at grade and be
overlain by one inch of protective sand cover. This moisture
barrier should be heavily overlapped or sealed at splices.
7. Where a base course is recommended beneath interior slabs, it
should consist of pea gravel, clean sand, or other granular material
acceptable to the geotechnical consultant. The above moisture
barrier/sand cover requirement may be included as part of the recom-
mended base course thickness.
Appendix III
Page 2
8. Slab reinforcement should be supported at mid-slab height.
9. Garage slabs should be placed separate from footings. Garage slab
reinforcement may be omitted if slab cracking can be tolerated; pro-
vided that the slabs are saw cut or jointed for crack control.
10. For soil with a potential expansion index greater than "Low", slabs
should be free-floated or structurally tied to perimeter footings.
Structural ties could be provided by the placement of #3 rebar~ @
24" o.c., bent from perimeter footings about three feet into the
slab.
11. Exterior flatwork should be structurally separated from the main
buildings, by one-half inch thick construction felt or equivalent.
Crack control joints should be constructed as specified in Table 2
in exterior ~oncrete flatwork. Maintain moisture content of soils
at 120 percent of optimum moisture prior to pouring concrete.
12. Exterior f1atwork shall be reinforced in accordance with Table 2.
Thickened edges of slabs may be required when placing flatwork on
highly expansive soil. Sand or gravel base, moisture barriers and
other special treatment are required depending on the Expansion
Index of the soil on which the flatwork is to be founded. See Table
2 for recommended treatment.
13. Provide positive drainage away from all perimeter footings at a
gradient of 2 percent to a horizontal distance of at least 5 feet
outside the perimeter of the structure.
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APPENDIX III
EXPANSION INDEX
o - 20
VERY LOW EXPANSION
CONCRETE 3 1/2 INCHES THICK
FLATWORK NO MESH REQUIRED
FOR EXPANSION FORCES
NO BASE REQUIRED I
1/2' EXPANSION JOINTS
AT 25-FOOT INTERVALS
1/4' WEAKENEO PLANE
CONTRACTION JOINT
AT 5-FOOT INTERVALS.
TABLE 2
CONCRETE FLATWORK RECOMMENDATIONS
FOR EXPANSIVE SOILS
EXPANSION INDEX
21 - 50
LOW EXPANSION
3 1/2 INCHES THICK
NO MESH REQUIRED
FOR EXPANSION FORCES
4' SAND OR ROCK BASE
1/2' EXPANSION JOINTS
AT 15-FOOT INTERVALS
1/4' WEAKENEO PLANT
CONTRACTION JOINTS
AT 5-FOOT INTERVALS
EXPANSION INDEX
51 - 90
MEDIUM EXPANSION
4 1/2 INCHES THICK
6X6-10/10 WIRE MESH
AT m-HEIGHT
4' SAND OR ROCK BASE
WITH MOISTURE BARRIER
l' EXPANSION JOINTS
AT 15-FOOT INTERVALS
1/4' WEAKENED PLANE
CONTRACTION JOINTS
AT 5-FOOT INTERVALS
WITH 14X24' BARS
@ 30' O.C.
NOTES I) SPECIAL DESIGN IS REQUIRED FOR HIGHLY EXPANSIVE SOILS
EXPANSION INDEX
91 - 130
HIGH EXPANSION
5 1/2 INCHES THICK
6X6-6/6 WIRE MESH
AT m HEIGHT
6' SAND OR ROCK BASE
WITH MOISTURE BARRIER
I' EXPANSION JOINTS
AT 15-FOOT INTERVALS
1/4' WEAKENED PLANE
CONTRACTION JOINTS
AT 5-FOOT INTERVALS
WITH 14X24' BARS
@ 30' O.C.
THICKENED EDGE REQUIRED
2) WHERE CONTRACTIDN DR EXPANSION JOINTS ARE TO BE ELIMINATED, SPECIAL DESIGN IS REQUIRED.
APPENDIX I II
I
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~ABLE 2 (Cont'nd)
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;Y!OISTURE 154~PJEZ
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FLA TWORK
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1 "ljIEI) EAH.'I'l-1 'rE~C:I-IN()L.()GY~, I:~~~~..
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((1.\ "(
1466 PIUNHR W.\ Y, SUITE 8
Fl. CA.)()~... Ci\LlfORr'\,iA. 92020
Ti:lII'HO'" 16'I'J) 4474747
fiLE l!2t>1-E1
'"
May 14, 1991
rn~@~~W~[])
MAY 1 5 1991
CITY OF ENCINITAS
DEPT. OF PUBLIC WORKS
Mr. Dean Miller
3332 Rocking Horse Circle
Encinitas, CA. 92123
Attn: Mr. R. Barker
'~GJNEERING DEPT.
Subject
Project No. 91-25F3
Limited Soil Investigation
Proposed Sport Court Site
3332 Rocking Horse Circle
Encinitas, California
Dear Mr. Miller
In accordance with your request, we have performed a limited Boil
investigation of subject site, located below the existing building pad
on subject property, more specifically referred to as being Lot No.
44, according to Map thereof No. 11809, in the City of Encinitas,
State of California.
It is our understanding that the improvement consists of grading for a
sport court. The purpose of this report is to present our engineering
evaluation of the site and our engineering recommendations relative to
the proposed improvement thereon.
In order to accomplish this purpose, the undersigned visited the
site on May 1, 1991, reviewed the topography and site conditions,
visually and texturally classified the surface and near-surface soils,
and obtained samples for laboratory testing and analysis.
The samples were tested in the laboratory as more fully described on
page L-l attached hereto.
1. From the site inspection, it was determined that :
a. Subject site is situated below the existing building pad in
the northwest corner of the property. The existing topography
may be described as sloping gently in a northwesterly
direction.
r
.
Project No. 91-25F3
Mr. Dean Miller
05/14/91
Page 2
b. The upper soils encountered on the site consist of reddish
brown sandy clay underlain by formation material consisting of
light brown cemented sands at a depth on the order of 2 to 3
feet below existing ground surface.
c.
No watercourses will be interrupted by the
construction. No seeps or springs were observed on
during our site investigation.
proposed
the site
2. It is our conclusion that the proposed improvement can be
undertaken without failure or detrimental foundation movement
occurring as a result of structural loads imposed upon the soils
from the development as presently contemplated and without unduly
infringing Ion the rights of those who control the adjacent
properties and public rights-of-way, if the conditions set forth
below are followed :
a. For the grading phase, it is recommended that the earthwork be
accomplished in accordance with the applicable provisions of
Appendix I attached hereto, entitled, "Recommended Earthwork
Specifications". Any loose upper/top soils remaining below
finished grade should be removed and uniformly recompacted to
at least 90 percent of maximum dry density prior to the
placement of additional fill soils.
b. The upper sandy clays encountered on the site possess high
expansion potential (Expansion Index = 106). For any
structures constructed on the sport court pad, it is
recommended that the foundations be designed in accordance
with the applicable provisions of Appendix III attached
hereto.
c. A safe allowable soil bearing value of 1,000 pounds per square
foot may be used for the design of foundations, 12 inches in
minimum horizontal dimension, and embedded at least 24 inches
below the surface of the competent natural or compacted filled
g.:ound.
d.
Free standing cantilever retaining walls may be
Appropr iate .r~.ti!j,Il1Dg 'd.<LLL_.gesi'1!1s as per the
~_egT6-naf--standard Drawings may be-usJ0j~---
e. Excavation for the proposed retaining walls may be
accomplished in the competent natural_~~l~_a~_ii._v_ertical
inclin<;ltion up to aheight of 5 feet, Abov~_i'l hl':is.ht-CJf.. 5
Te.e:L.. the excavaETon should bef}attel!e_?_t_9_~ sJope ratlo.-q:c---. .,
~1/4: 1 (horizontal: vertical) up to a I!'iiximum height of (~)
feet.
required.
San Qiego
Project No. 91-25F3
Hr. Dean Hi ller
05/14/91
Page 3
V
J-/^.J?
~I;;_o
~. IV
\,
f. Retaining walls should be properly waterproofed and provided
with gravel and perforated pipe drain systems to reduce the
potential for any hydrostatic pressure buildup behind the
walls. The gravel portion of the drain should extend at least
two-thirds the height of the wall and should be enclosed in a
filter fabric envelope. An alternative to the gravel drain
systems would be a drainage product such as "Miradrain", which
is placed directly against the back of the retaining wall.
Gravel and a perforated pipe are placed at the bottom 12
inches of the drainage product. All backfill soils placed
behind the retaining walls should be uniformly compacted to at
least 90 percent of maximum dry density.
g. It is further recommended that the proposed sport court be
constructed in accordance with the approved plans and
applicable ordinances, except where items 2(a) to (f) above
are more stringent.
III are parts of this report.
Page L- ,
.-
INC.
~
""'~~nu~~!:)'~
- \)__ (.//1:,
/~/~cRI n:." '"1/
./....... / <t '(Jf:\'
l.''''''' "4; tol("\
i'..::! .~
r~ fXP PI1zLl5, ~
~cE746i8
-,
~~",..:.
'.........""',..."...........
'n....-"
Project No. 9l-25F3
Mr. Dean Mi ller
05/14/91
Page L-l
LABORATORY TEST RESULTS
1.
The maximum dry density and optimum moisture
materials, as determined in accordance with
Method A, are presented as follows :
content of the fill
A.S.T.M. D1557-89,
Soil
Description
Maximum
Dry Density
(lbs./cu.ft. )
Optimum
Moisture Content
(% Dry Wt.)
Reddish brown sandy clay
(CH)
118.5
16.5
I
2 .
The Expansion Index of
UBC Test Method 29-2.
follows :
the soils was determined in accordance with
The results of the test are presented as
Soil
Description
Expansion
Index
Reddish brown sandy clay
106 *
* Considered to have high expansion potential
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^PPENDIX I
-"-- ,I
HEC01111ENDED E^R'l'H\~ORK SrECIFIC^TIONS
1. General Descrieti~r:.' The objective is to obtain uniformity
<lnu internal strength in filled ground by proven engineering
procedures and Lests in order La provide a safe foundation
support for the proposed structures, The procedures include
the ol"aring and grubbing, removal of existing structures,
pr'eparation of land to be filled, processing the fill soils,
filling of the land, and the spreading and compaction of the
filled areas to conform with the grades and slopes as shown
on the approvedl plans,
The owner or his authorized agent shall retain a qualified Soil
Engineer (herein referred to as Engineer) to inspect and test
the filled grollnd during placefilent Lo verify its uniformity
of compactiun Lo the specifiell 90 percent of maximum dry den-
sj.t1'. The Engineer shall auvi se the aI-mer or his agent and
the gr'..\ding contractor immediately if any unsatisfactory con-
(~itiolls are obset'ved to exist <1tJd shall have the authority to
reject the cOI!lpacted filled grouml until the necessary correc-
ti.ve measures are taken, in on;E:?!" to comply wil:h the project
sper;ifications. It shall, be the sole responsibility of the
grading contractor to acllieve the specified degree of compaction.
2. ~learill'l,"Grubbjl~g~nd Preparing ^l"eas to be Filled
(a) ^ll structures, iJl1Y vegetation not utilized in landscaping
and other biodegrauaule refuse shall be piled and removed,
or otherwise disposed of as to leave the areas to be filled
h-e!: of vegr,tation tind debcis. ilny uncomFacted filled ground
0(' lOOSe? cOlll[:ress,i.ble (lcLue",l ~Jround. sh-:;ll be removed unless
tlw report recolrullends 0thcnlise., ^11] unst"ble, 50ft, swampy.
or' otite["wise unsui table areas shall be corrected by draining
or removal, or both.
(b) ^nj' sf;ptic or other buried tanks, if encountered, and debris
must be rc-nlol,'ed from the site prior to any building, grading
or fill operations. Septic tanks. incluJing all connecting
drain fields and ol:her lines. must be totally I'emoved and
the resultin'J de0t'essi01~s pro!-,erl~i reconstructed and filled
to the complete satisfaction of the Engineer.
Appendix I
Page 2 of 6
(c l All wu ter VIe 11 s on the site which are to be ubandonec1 shall
be capped in accordance \-lith lhe regulations of the San
Diego County Health Depurtment. The strength of the cap
shall be at least equal to the adjacent soil.
The final elevation of the top of the well casing must be
a minimum of 36 inches beloVl the 10Vlest adjacent grade
prior to any grading operations.
(d) The natural ground which is determined to be satisfactory
for the support of the filled'ground shall then be plowed
or scarified to a depth of at least six inches, and until
the surface is free from ruts, 'hummocks, or other uneven
features which would lend to prevent uniform compaction
by the equipment to be used.
. (e) !Ifter the natural ground has been prepared, it shall then
be brought to the proper moisture content and compacted
to nol less than 90 percent of maximum dry density in
accordance with the !I.S.T.M. D1557-70 method Vlhich uses
25 bloVls of a 10 pound rammer falling 18 inches on each
of 5 la~ers in a 4-inch diameter 1/30 cubic foot cylin-
drical mold.
(f) Where fills are made on hillsides or exposed slope areas,
with gradients greater than 10 percent, horizontal benches
shall be cut into firm u~disturbed natural ground in order
to provide both lateral and vertical stability (refer to
Figure 1). This is to provide a horizontal base so that
each layer is placed and compacted on a horizontal plane.
The initial bench at the toe of the fill shall be at least
10 feet in Vlidth on firm undisturbed natural ground at the
elevation of the toe stake placed by the surveyor. The
Engineer shall determine the Vlidth and frequency of all
succeeding benches which will vary with the soil conditions
and the steepness of slope.
3. Materials and Special Requirements
(al The fill soils shall consist of select materials free from
vegetable matter, and other deleterious substances, and
shall not contain rocks or lumps greater than 6 inches in
diameter. This may be obtained from the excavation of banks,
borrow pits or any other sources approved by the Engineer
and by mixing soils from one or more sources.
If excessive vegetation, rocks or soils with inadequate
strength or other unacceptable physical characteristics are
encountered, these shall be disposed of in waste areas as
shown on the plans or as directed by the Engineer.
Appendix I
Page 3 of 6
(b) placement of oversized rock (larger than 6 inches in di-
ameter) shall be performed under the supervision of the
Engineer. Figure 2 schematically illustrates some of the
"reas where oversized rock may be placed. No rocks will
be allowed to "nest" and all void spaces must be carefully
filled with gravel and/or earth, and properly compacted.
(c) . If, during grading operations, soils are found which were
not encountered and tested in the preliminary investigation,
tests on these soils shall be performed to determine their
physical characteristics. Any special treatment recolTUnended
in the preliminary or subsequent soil report: not covered
herein shall become an addendum to these specifications.
(d) The testing illH} sl'ecific"tions for the compaction of sub-
grade, subbase and base materials for roads, streets,
highw3Ys, Or other public property or rights-of-way shall
be in accordance with the standards of the governmental
agency having juriSdiction.
4. Placing, Spreading, and Compacting Fill Haterials
(a) t'/hen the m6isture content of fehe fill material is belo...
that specified by the Engineer, water shall be added in
the borrow pit until the moisture content is n2dr optimum
to assure uniform mixing and effective compaction.
(b) \'IIlen the ",oisture content of the fill material is above
that specified by the Engineer, resulting in inadequate
comp"ction or unstable fill, the f111 milterial shall be
aerilte<l by blading and sCilri fying or other satisr.,ctory
metho<ls until the moisture content is near optimum as
specified.
(c) After processing, the suitable fill material shall be placed
in layers I.hich, when compacted, shall not exceed six inches
(G"). Each layer shall be spread evenly and shall be thor-
oughly mixed during the spreading to ensure uniformity of
material and moisture in each layer.
(d) . After each layer has been placed, mixed and spread evenly,
it shall be thoroughly compacted to not less than the den-
sity set forth in paragraph 2 (e) above. Compaction shall
be accomplished with sheepsfoot rollers. multiple-wheel
pneumatic-rollers, or other approved types of compaction
equIpment, such as vibratory equipment that is specially
desIgned for certain soil types. Rollers shall be of sllch
design and maintained to such a level that they will be
able to compact the fill material to the specified density.
Tamping feet of sheppsfoot rollers shall be maintained sllch
that the "oil will be compacted rother thon sheared by the
roller. Holling shall be accomplishe(] while the fill mate-
rial is at the specified moisture content.
"tT,UUL', '1
Puge 4 of G
Holling of eucl1 lilyer sl1illl be continuous over its entire
,Heil illll] tile roll ers 511illl m"ke sufficient trips to insure
tl1ilt tile specj[iet] density hilS been obtained. Holling shall
be ilccomplished in il planned procedure such that the entire
areas to be filled shilll receive uniform compactive efforl.
(e) The surfaces of the fill slopes shall be compacted by
mealis of sheepsfoot rollers or other suitable equipment.
Compacting operations shall be continued until the slopes
are stable as determined by the Engineer and until there
is no appreciable ilmount of lobse soil on the slopes.
Compacting of the slopes shall be accomplished by back-
rolling the slopes in increments of 3 to 5 feet in eleva-
tion gain or by olher methods producing satisfactory re-
sults. .
(f) Field density tests shall be tilken for every two. feet in eleva-
tion gain, after compaction, but may be taken at more frequent
intervals (less' than 24 inches in elevation gain) if required
by the Engineer. The location of the tests in plan shall
be so spaced to give the best possible coverage and shall
be taken no farther apart lhan 100 feet. Tests shall be
taken onl corner and terrace lots for each tvlO feet in eleva-
tion gain. The Engineer may take additional te.sts as con-
sidered necessary to check on the uniformity of compaction.
\'ihere sheepsfoot rollers are used, the tests shall be taken
in the compacted material below the disturbed surface.
No additional layers of fill shall be spread until the
field density tests indicate that the specified density
has been obtained.
(g) . The fill operation shall be continued in six-inch compacted
layers OlS specified Olbove, until the fill has been brought
to the finished slopes and grades as shown on the approved
grading plans.
5. Inspection. Sufficient inspection by the Engineer shall be
maintained during the filling and compacting operations so that
he can verify that the fill was constructed in accordance with
the accepted specifications.
6. Seasonal Limits. No fill material shall be placed, spread, or
rolled if weathr:r conditions increase tile moisture content above
permissible limits. \'ihen the ~lork is interrupted by rain, fill
operations shall not be resumed until field tests by the Engineer
indicate that the moisture content and density of the fill mate-
rials are as previously specified.
7. Limiting Values of Non-expansive Soils. Those soils which expand
3.0 percent or less from air-dry to saturation under a unit load
of 150 pounds per square foot are considered to be non-expansive.
8. ^ll recommendations presented in the ilttached report are a part
of these specificiltions.
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APPEND I X II I
RECOMMENDED FOUNDATION AND SLAB DESIGN SPECIFICATIONS
BASED ON EXPANSION INDEX
1. Design of foundations and slabs on expansive soils as presented on
Table 1 are based on site soil expansion indices and should not
preclude more restrictive structural or agency requirements. As
an alternative to conventionally reinforced concrete foundations,
post-tensioned structural slab systems, designed by a structural
engineer, may be utilized.
2. Footing embe9ments should be measured below lowest adjacent grade.
At the time of concrete placement, footing excavations should be
moist and free of desiccation cracks.
3. A reinforced concrete grade beam should be constructed across garage
entrances, with similar depth and reinforcement as adjacent peri-
meter footings.
4. For soil with a potential expansion greater than "Low", interior
isolated spread footings and/or partial length footings are not
recommended.
5. Where presaturation is recommended beneath interior slabs, the
recommended moisture should penetrate to the depth of the perimeter
footings. The moisture content should be tested by the geotechnical
consultant 24 hours prior to the placement of concrete. Though
presaturation of slab subgrade is not a requirement for Very Low and
Low Expansion potentials, optimum moisture conditions should be
maintained or reestablished just prior to the placement of slab
concrete.
6. Below proposed slabs-on-grade in areas to be tiled or carpeted, a
visqueen-type moisture barrier should be placed at grade and be
overlain by one inch of protective sand cover. This moisture
barrier should be heavily overlapped or sealed at splices.
7. Where a base course is recommended beneath interior slabs, it
should consist of pea gravel, clean sand, or other granular material
acceptable to the geotechnical consultant. The above moisture
barrier/sand cover requirement may be included as part oE the recom-
mended base course thickness.
Appendix III
Page 2
8. Slab reinforcement should be supported at mid-slab height.
9. Garage slabs should be placed separate from footings. Garage slab
reinforcement may be omitted if slab cracking can be tolerated; pro-
vided that the slabs are saw cut or jointed for crack control.
10. For soil with a potential expansion index greater than "Low", slabs
should be free-floated or structurally tied to perimeter footings.
structural ties could be provided by the placement of ~3 rebars @
24" o.c., bent from perimeter footings about three feet into t~e
slab.
11. Exterior flatwork should be structurally separated from the main
buildings, by one-half inch thick construction felt or equivalent.
Crack control joints should be constructed as specified in Table 2
in exterior ~oncrete flatwork. Maintain moisture content of soils
at 120 percent of optimum moisture prior to pouring concrete.
12. Exterior flatwork shall be reinforced in accordance with Table 2.
Thickened edges of slabs may be required when placing flatwork on
highly expansive soil. Sand or gravel base, moisture barriers and
other special treatment are required depending on the Expansion
Index of the soil on which the flatwork is to be founded. See Table
2 for recommended treatment.
13. Provide positive drainage away from all perimeter footings at a
gradient of 2 percent to a horizontal distance of at least 5 feet
outside the perimeter of the structure.
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APPENDIX III
EXPANSION INDEX
o - 20
VERY LOW EXPANSION
CONCRETE 3 1/2 INCHES THICK
fLATWORK NO NESH REQUIRED
fOR EXPANSION fORCES
NO BASE REQUIRED I
1/2' EXPANSION JOINTS
AT 25-fOOT INTERVALS
1/4' WEAKENED PLANE
CONTRACTION JOINT
AT 5-fOOT INTERVALS.
TABLE 2
CONCRETE fLATWORK RECO""ENDATIONS
fOR EXPANSIVE SOILS
EXPANSION INDEX
21 - 50
LOW EXPANSION
3 1/2 INCHES THICK
NO NESH REQUIRED
fOR EXPANSION fORCES
4' SAND OR ROCK BASE
1/2' EXPANSION JOINTS
AT 15-fOOT INTERVALS
1/4' WEAKENED PLANT
CONTRACTION JOINTS
AT 5-fOOT INTERVALS
EXPANSION INDEX
51 - 90
NEDIUN EXPANSION
4 1/2 INCHES THICK
GXG-IO/IO WIRE NESH
AT NID-HEIGHT
4' SAND OR ROCK BASE
WITH NOISTURE BARRIER
!' EXPANSION JOINTS
AT I5-fOOT INTERVALS
1/4' WEAKENED PLANE
CONTRACTION JOINTS
AT 5-fOOT INTERVALS
UlTH 14X24' BARS
@ 30' O.C.
NOTES 1) SPECIAL DESIGN IS REQUIRED fOR HIGHLY EXPANSIVE SOILS
EXPANSION INDEX
91 - 130
HIGH EXPANSION
5 1/2 INCHES THICK
GXG-G/G WIRE NESH
AT m HEIGHT
0' SAND OR ROCK BASE
WITH MOISTURE BARRIER
I' EXPANSION JOINTS
AT 15-fOOT INTERVALS
1/4' WEAKENED PLANE
CONTRACTION JOINTS
AT 5-fOOT INTERVALS
UlTH 14X24' BARS
@ 30' O.C.
THICKENED EDGE REQUIRED
2) WHERE CONTRACTION OR EXPANSION JOINTS ARE TO BE ELIMINATED, SPECIAL DESIGN IS REQUIRED.
.APPENDIX III
~ABLE 2 (Cont'nd)
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RESOURCE DEVELOPMENT CORP.
CIVIL ENGINEERING. PLANNING" SURVEYING
523 ENCINITAS BLVD., #204
ENCINITAS, CA 82024
TEL (619) 942-11 06
FAX [61 g) 942-2514
May S, 1991
JN91-23
Page lof9
MILLER RESIDENCE
3332 ROCKING HORSE CI~ @ ~ G Wi ~ LID
LID - JUN 2 0 1991
CITY OF ENCINITAS
DEPT. OF PUBLIC WORKS
ENGINEERING DEPT.
Hydrology Calculations and Drainage Design By:
~.,.,,,.f II'"~,, t,
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RESOURCE DEVELOPMENT CORPORATION
-p~ U~
BRIAN DONALD, RCE 26175
License Expires 3/31/94
RESOURCE DEVELoPMENT CORP.
1054 Second St. P.O. Box 1025
ENCINITAS. CALIFORNIA 92024
(619) 942.1106
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1054 Second St. P.O. Box 1025
ENCINITAS. C^UFORNIA 92024
(619) 942.1106
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TABLE 2
RullOFF COEFFICIEUTS (MTI OtVlL HElItOD)
DEVELoPED AREAS ( URBA l!l toe ff I c I ent_L~
Soil Group (1)
land Use
A B t 0
Residential:
5 I ng I e F am II I' ./'0 ./'5 .50 @
flu I t I -Un Its ."5 .50 .60 .70
/fob I I e homes ./'5 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 . ./10 .115
Co",nercl al (2) .70 .75 .ao .85
80% Impervious
industrIal (2) .80 .85 .90 .95
90% Impervious
lIoTE5:
(I)Obtaln sol I grotJp horn Appendices Ix-cl thru Ix-c4.
."
(2)"'here actual conditions devIate signIfIcantly horn ~he ~abutated ImpervIous-
ness values of 80% or 90%, the values given fot coeftlclent t, may be tevlsed
by multIplyIng 80% ot 90%. by the tallo of actual Impetvlousness to the
tabulated Imperviousness. lIowevet, In ho case shall the flhal coeffIcient
be less t'han 0.50. For example: Consldet 'commetclal ptopedy on 0 5011. group.
Actual Imperviousness
~ 50%
Tabulated Imperviousness = 80"f,
Revised C = zQ x 0.85 = 0.53
80
."
IV-A-9
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SAN DIEGO COUNTY
DEPARTMENT Of SPECIAL DISTRICT SE RVICES
D,q)GN MANUAL_ ___
APPROVED /11 r, /tr'/'<''' (,r~' t~, ,-
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DATE /; /1/1'1 I
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