HomeMy WebLinkAbout2052 CORTE DEL NOGAL; ; 84-54; PermitDECLARATIONSLENDER~i _: WORKERS COMPENSATION OWNER/BUILDERg |(6 n i* =- ? =s|3if §5gSf NOTICE TO APPLticate ol ExemptKthe Workers ComCode you musiprovisions or thisS »3Qtill!i/1 J O "* —^ =. ^ 31 -* ^-o ^ Uan § a«* c - o -a3 - < 3i?Hi££3 ' "* 3 5a*^;^l!|fo"ic r • t - 5 D 1 certify that mwhich this permitperson in any maithe Workers Comi the performanceis issued ' shallnner so as '° beepensation Laws coil"-* * * 3o c ! "~ TB o o^ < °CEBTIFICAWORKERS ClfThis section neeis lor one Huft OF EXEMPDMPENSAriOld not be compnfjreo dollars (**v^-<III- !~ - 33 31.a £>oii ^ O™ T13 D Certified copyis hereby lurmshia POLICY NO ^__COMPANYD Copy (S filed wnth the cityV lo self insure <Compensation Ins-(Sec 3800 Labor 1n 1 hereby affirmt'c w -&§ I1* g tu _~™ S2 £j!» ro.— fe^Vi — .**aa|s5 °If J*VSs^T?b3 ^n 1 am exempt underfor this reason^nro-vo CO57—ail§3*° °^e S§ll? =—-3 *"H^1§i'l Asa homeowner I iing conditions exist1 The work i;2 I have livfjm improving my hon> being performed pr;d m my home fo£ - QJ|S ~1 IS~ £|||S|D P1IIIHIE-:•I? 1IHI5Pf^ii5 * "2. o. ~ 2. ^;?i\«5.,,or-i S--5 —ui £^ n cai?PIfIII ailT3 c:0 m^E3 2-g.•""liS^c^Ogp °QZm'"^imSOzO-n:3-pli>3F'"S^T^SS^S5S3*|!S•M3«3^|/ |S??1?3ii!s|^jj55S3SigSSSsB-liDCR > CONTRACT
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01-00-00-8220 = $ 170.00
01-00-00-8806 = 110.82
80-92-33-0519 = 4.73
Account No01-00-00-8162 = 1,352.00
Amount of Refund $1,637.55
Date Fee Paid 03/02/84
CITY OF CARLSBAD
REQUEST FOR REFUND
Vendor No
Fee Paid For
Fee Paid By
Lusarch Construction / 2052 Corte Del Nogal
Lusardi Construction
Facts Supporting RpquestChange in total footage
Name of Applicant
Address
Lusarch Construction
1570 West Linda Vista Drive. San Marcos, California 92069 744-3133
Street City State Zip Telephone
Signature of Applicant Jr^Date
Dept Justification
Rec
D Approve
Finance Investigation
Rec
D Approve
City Manager's Action
D Approve
D
D
D
Disapprove
Disapprove
Disapprove
Date
Dept Head Signature Date
City Manager Signature Date
Wh*. - -nspector Green - (1, Finance (2) Data Process Y.Mo* - Assessor P ,. - App.-can, Go,, - Temporary F.I.
TO
JURISDICTION -^
PI AN CHI I K NO
0C
APPI RANI COI'Y
CITY COPY
PLAN C1IECKI K COPY
TENANT mPHOVFMENT AND INTFKIOR Al TFRATION CORRPCTION FT
Site Address
Codes Applicable 1979 UBC, 1976 UMC, 1981 NEC, Title 24
Occ Ioid_
Occ Group £? "Z
/SprinklersStories
Use nitltjur^r Fx'tg Const Typo (/-A/ 1//V uj
Date plans received by jurisdiction
Date plans received by Plan Checker
Date initial plan check completed
Applicant contact person /rt/JW
By
FORFWORD PI EASE READ
Plan check is limited to technical requirements contained in the
Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical
Code, National Electrical Code and state laws regulating energy
conservation, noise attenuation and access for the handicapped
The plan check is based on regulations enforced by the Building
Inspection Department You may have other corrections based on
laws and ordinances enforced by the Planning Department, Engineering
Department or other departments
The items circled below need clarification, modification or
change All circled items have to be satisfied before the
plans will be in conformance with the cited codes and regulations
Por Sec 303 (c), 1979 Uniform Building Code, the approval
of the plans docs not permit the violation of any state, county,
or city law
Please ma.<e all corrections on the originil
tracings and sjbmit two new sets of prints,
and an/ or ainal pi in sets that m.i^ hjv<
b^en returned to you by the jurisdiction,to
To facilitate rechecking, please identify,
next to each circled item, the sheet of
the plans upon which each correction on
this sheet has been made and return this
cheC* sheet »ilii the revised plans
Indicate on plans the name of the legal
owner and name of person responsible for
the preparation of the plans Sec 302 (b)'
Plans, specifications and calculations shal
be signed by a California State licensed
engineer or architect (California Business
and Professions Code)
Provide street address and suite number
Sec 302 (a)
Complete and note C,D, data on plan
Sec 302 (a)
On plot plan show property line, buildings,
tenant space and distance to property lines
Sec 302 (a)
Provide a fully dimensioned floor pi in
showing the size and use of all rooms or
areas within the space being improved or
altered Sec 302 (a)
Identify existing walls to be removed,
existing walls to remain and new walls
Identify bearing walls and non-bearing
partitions Sec 302 (c)
Indicate use of any adjacent spaces show
any existing area separation walls, occupancy
separation walls, shafts or rated corridors
Identify and provide construction details
for new rated walls or corridors Sec 302 (c)
Provide a section view of all new interior
partition" Show
(a) Type, size and spacing of studs Provide
gauge and I C B 0 number for metal
studs
(b) Method of attaching top and bottom
plates to structure
(NOTE Top of partition must be secured
to roof and floor framing, unless suspended
celling has boon designed for lateral
loid of p-jrtition)
( c )
(d)
ir> r i 1 1 tml 'I t 1 1 1 s
(Si/c and cpicinc) of
Vva 1 1 sti it li i nrj
of ttticnmint
f ist * n* r s )
Hi iqht of pirtition and suspc-ndcd celling
•<t 302 (c)
Pro/id< sprc id footings for concentrated
lends dc.siqn<d for 1,000 PSh soil bearing
or pt. r bearing value as determined by an
engineer or architect Chapter 29
Show wall and ceiling finishes Show details
of application of finishes at furred walls
and ceilings and suspended ceilings bpccify
manufacturer and indicate flame spread rating
(Chapter 42)
Provide firestops for double or staggered Ip O(J&Z. ^
studs and concealed spaces Sec 2517(f) | 0' ujrt-L.L_
Show thp lateral bracing for suspended
ceiling (UBC Table 23 J) Where ceiling
loads a-e less than 5 PSF and not supporting
interior partitions ceiling bracing shall
be provided by four No 12 guage wires
secured to the main runner within 2 inches
of the cross runner intersection and splayed
90 dog from each other at an angle not
exceeding 45 deg from the plane of the
ceiling Those horizontal restraint points
shall be placed 12 feet 0 C in both directions
with the first point within 4 feet from
each wall Attachment of the restraint
wires to the structure above shall be adequate
for the load imposed
Show draft stops in suspended ceiling
in wood frame floor construction every 1,000
sq ft Sec 2517(f) in attics of combustible
construction every 3,000 sq ft Sec 3205(b)
N"ote~o7r"tlTe plans "All exits to be openable
from inside without use of a key, or note
sign will be posted at exit door, "This
Door to Remain Unlocked During Business
Hours " Sec 3303 (c)
19
Required" exit doorways shall be not less
than 36" in width and not less than 6'-8"
in height Sec 3303(d)
Show exit corridors at 44" wide minimum
Dead-end corridors are limited to 20' when
more than one exit is required from corridor
Prov.de one-hour construction details for
all corridor walls and ceilings serving
an occupant_4joad of 30 or more Sec 3304 (g)
Protect all interior openingsin fire-rated
walls and ceilings serving 30 or more -
Door and frame must be libeled 20-minute •-'
fire assembly with self-closers or automnrn
closers with smoke detectors Sec 33041h)
Partitions rails, counters and similar
space dividers not over 5'-9' shall not be
construed to form corridors SPC 3304 (a)
Doors in any position shall not reduce the
reqjirod corridor width by more than one-half
Exit doors must swing in the direction of
travel when serving an occupant load of 50
or more Sec 3303 ( b) ^ias (z2} 6T me
There shaTT be a floor or landing on each
side of the door not more than one inch
below the threshold (not more than one-half
inch where handicapped accessibility provided)
Sec 3303 (i)
Uhere doors open over a landing the
landing shall haye a length of at least
5 feet Sec 3303 (i)
Revolving, sliding and overhead doors
shall not be used as required exits
where more than 10 occupants are being
served Power doors meeting UBC
Std No 33-1 may be used Sec 3303 (g)
Exits may pass through adjoining room
but then must enter a corridor, stairway,
exterior exit, horizontal exit exterior
exit balcony, exterior sturway or a foyer,
lobe, or reception area that is constructed
as rcqjirrd for a corridor
Exits are not to pass thru kitchens, store-
rooms, restroons, closets, or similar
spaces_Jjec3302 je) _^ ^_
Two exits are required and they must ^V"
be spaced a distance apart at Inast S^
equal to one-half the maximum diagonal ) O*\iVJ
ist a nee of_ Jthe__area served Sec 3 30 2__LpT
The line of tr<wol to an exit cannot
exceed Sec 3302 Id)
Floors ibovc rh« first story having an
occupint lo«<l of nore than 10 shall
havi not less thin two exits Sec 3302(a)
Mezzanines other than storage, shall
have not less thin two stair-ways to an
adjacent floor if the mezzanine area exceeds
2 000 SI or if more than 60 ft in
any dim nsion s*r 110? (a)
Two or more risers form a stairway
Sec 420 Sec 3305 (a)
Provide ditills of stairs i e supports
width riso, run headroom, handrail
and connection to framing Sec 3305
(all) Tiblc 23-A-I4)
Stur landing shall have a dimension,
meisured in the direction of travel,
equal to tin width of the stairway,
but need not be over 4' on a straight
stur run Sec 3305 (g)
A door swinging over a landing shall
not reduce the width of the landing to
less than one-half its required width
at any position in its swing Sec 3305 tg)
A handrail shall be provided on all stair-
ways Stairways wider than 44' shall
have two hindrails Sec 3305 (j)
Handrails shill be placed not less than
30 inches nor more than 34 inches above
the nosing of treads They shall be
continuous the full length of the stairs
and except for private stairways at least
one handrail shall extend not less than
6 inches beyond the top and bottom risers,
and ends shall be returned or shall terminate
in newel posts or safety terminals
Handrails projecting from a wall
shall have a space of not less than 1;
inches between the wall and the handrail
The handgrip portion of handrails shall
be not less than 1\ inches nor more than
2 inches in cross-soctional dimension
and shall have a smooth surface with
no sharp corners Sec 3305 (j)
Separate toilet facilities are required
when the number of employees exceeds
four and both sexes are employed
Provide toilets or note on plan number
of employees
Show how toilet rooms are ventilated
Specify safety glazing for new glazing
in hazardous locations such as glazing
adjacent to doors and glazing adjacent
to walking surfaces Title 24
The walls and soffits of the enclosed
usiblc space under interior stairs
shall h< | rot etod on the enclosed
sido v r< quired for one-hour fire-
resist i vi construction Sec 3305 (m)
Show locition of attic access with
minimum si/o ii." x 30" Sec 3205
Show witor hoiter size type and
location on plans
Show method of providing combustion
air to fuel burning water heater
Sec 1307
Fuel combustion witcr heater shall
not be in-tilled in bathroom Sec
Show T and P valve on water heater
and show route of discharge line to
exterior Sec 1007 (e)
1309
If building is not air conditioned,
show how required ventilation
will be provided for space customarily
used by humins. vYlHOJlirH-TL'l2.'>K')6'^ i-OH>C H JI f .V.". — ,—,,-t. _ 1-1 ^r— j
if 01 CS>M-CtflNote on the pi i
service
If the electrical installation is
more than 200 imperes, show panel
location and provide a single line
diagnm ind loicl calculations including
a Wiring method employed
b Sizes of all conductors, switches,
circuit broikcrs, fuses, and conduits
c Approximate length of service
feeders
d Provide plot plan showing services
all panel locations circuit
arrangement and load distribution
on pinel busses
e Provide typical panel schedule!s)
Show location of all electrical receptacles
Note UFER ground to installed per
18 12 240 of Carlsbad Ordinance 8098
Note on plan Non-metallic wiring"
(Romex) is not permitted in other
than residential buildings unless
approved by the Building Official
per Sec 18 12 245 of Carlsbad Ordinance
8098
Note on plan wiring on the roof or
surface of the building is prohibited
ner Sec 18 12 245 of Carlsbad Ordinance
8098
T20-149Ulbi If building is
> xoirpt froir Title 24 Energy
Regulations due to heating
or cooling load being less than
10 BTU/HR/SF, then note same
on the plans
If the existing building was
constructed to satisfy Title 24
Energy Conservation Requirements
note the same on the plans
T20-1455 If the existing building
was not constructed to comply
with Title 24 Energy Regulations
s^ow how you comply with the
following
(a) hhon the cost of additions,
alterations, renovations, or
repairs within any 12-month
period exceeds 50 percent of
the replacement value of
the existing building, the
entire building shall be made
to comply with these regulations
(b) When the cost of an addition,
does not exceed 50 percent of
the replacement value of the
existing building, the new
construction shall comply
for the new construction only
T20-1457* Provide the following statement
on the plans, signed by an architect,
professional engineer nr contractor
responsible for the preparation of
tho plans for eich applicable division
"Division(s)of
the California Energy Conservation
Standards for Nonresidential Buildings
have been reviewed and the building
design described on this page (these
pages) is in substantial conformance "
Signature License!Date
T20-1457* Note on the plans "Prior
to requesting final inspection, one
copy of the Certificate of Compliance
shall be executed and filed with the
Building Department" (see attached)
T20-1457«If AC is to be installed
provide two sets of compliance forms
1,2,3,4,5, and 6
T20-14:>7 Provide two sets of HVAL
plans
T20-1505 Mechanical md Cnvir/
/t.nt 11 it ion fach m< ctrinci il
or grj.'ity sytcm or unit (supply
and or •. x i-it) ->hill be equipped
with i Toans of providing air
voljTi. r^djction and/or shut-off
v«h<_n ventilation is not requirod
T20-1508 Minimum Hcquirimonts
of Insulation of Duct and Plenum
(Supply and Return)
On_Ropf or Exterior of Building
Use 1-1/2 "of'l 5 Ib "density
mineral fiber duct liner or
3" of 0 6 Ib density mineral
fiber blanket with approved
vapor barrier (C=0 16)
A_l_l^ Other locations Outside of the
Conditioned Spice Use 1/2 of
1 5 Ib density mineral fiber
duct liner or 1 ' of 0 6 Ib density
fiber blanket
T20-1509 Duct Construction All
duct work shall be constructed,
erected, and tested in accordance
with the most restrictive of local
regulations, procedures detailed in
the ASHRAE Handbook of Fundamentals
or the applicable Standards adopted
by the Sheet Metal and Air Conditin-
ing Contractors Nation*! Association
Show location of fire dampers 1
""T20-1521 Note all service hot
water pipe runs greater than 12
feet shall be insulated according
to the requirements set forth in
Section T20-1507, Table 5-1 of
the Nonresidential Energy Regulations
PIPE DIA 1 or less 0 75" „ . ... .
1 25 - 6 0 1 0" R=4 0(mln '
T20-1525 Note showerheads and
faucets The maximum flowrate
of all new showerheads, lavatory
faucets, and sink faucets shall
be certified not to exceed the
values shown
Test Pressure Max Flow
(PSITl Rate (GPM)
Appllance
Showerheads
Lav Faucets
Sink Faucets
20-45
45-80
20-80
20-80
2 75
3 00
2 75
2 75
T20-1541 Show each area enclosed
by ceiling height partitions
shall have independent control
of the lighting within the area
T20-1542 For all areas larger
than 100 square feet, and for
which maximum connected lighting
load of more than 1 0 watt per
square foot is allowed by Table 9-1,
the connected lighting load
shall be so controlled that it
may bo reduced by at least one-half
in a uniform pattern Show
switching control or note on
plans
Show condcnsate drain lines
T20-1501 Show the following notes
for HVA(_ contro.
(a) All equipment shall be started
or stopped from a time clock
A 6-hour by-pass switch shall
allow operation of any AC unit
from normal scheduled hours
(b) All thermostats shall be of the
automatic changeover type
to sequence heating or cooling
Set point range shall be up
to 10 F between full heating
and cooling Adjustable tcm-
perture differential shall
be 1 1/2°F
(c) All thermostat control limits
shall be from 55°h to 85°F
(d) Control shall have the capability
of termimting all heating
at a temperature no more than
70"F and of terminating all
cooling at a temperature not
loss than 7fl I
(< ) At Hist one lutomatic space
tomrrr.iture control device
sh111 be provided for (1)
• irh /on« (not mor< than one
floor of building shall be
included in a zone) and (2)
each separate HVAC system
(A HALKS ANDSIDtWXLKS (SrC 23325)
1 Walks and sidewalks shall have a continuous com
mon surlier not interrupted by steps or bv abrupt
changes in level exceeding '/i inch and shall br a
minimum of 48 inches in width
2 burlaces with a slopt of less linn 6 percent itTadiinl
shall be at least as slip resistant as tlut dtstrilxd as
a medium salted linish
S Surfai.cs with a slope of 6 ptrcc.nl (.radii nt or «r< all r
shall be slip resistant
4 Surface cross slopes sliall not exceed 'A inch per loot
5 Walks sidewalks and pedestrian ways shall IK Irti
of gratings whenever possible I-or gratings located
in the surface of ans of these areas grid openings
in gratings shall be limited to V> inch in the direction
of traffic flow
6 When the slope in the direction of travel of any walk
exceeds 1 vertical to 20 horizontal it shall comply
with the provisions for Pedestrian Ramps
7 \brupt changes in level along any accessible route
shall not exceed Y> inch When changes in level do
occur, the) shall be beveled with a slope no greater
than 1 2 except that level changes not exceeding
U inch may be vertical When changes in levels
greater than Vi inch are necessary they shall comply
with the requirements for curb ramps
8 Walks shall be provided with a level area not less
than 60 inches by 60 inches at a door or gate that
swings toward the walk, and not less than 48 inches
wide by 44 inches deep at a door or gate that swings
away from the walk Such walks shall extend 24
inches to the side of the strike edge of a door or gate
that swings toward the walk
9 All walks with continuous gradients shall have level
areas at least 5 feet in length at intervals of at kast
every 400 feet
B HAZARDS (SEC 23324)
1 Warning curbs. Abrupt changes in level, except
between a walk or sidewalk and an adjacent street
or dnveua>, exceeding 4 inches in a vertical dimen
sion such as at planters or fountains located in or
adjacent to walks sidewalks, or other pedestrian
wa>s shall be identified b> curbs projecting at least
6 inches in height above the walk or sidewalk surface
to warn the blind of a potential drop off When a
guardrail or handrail is provided, no curb is required
when a guiderail is provided centered 3 inches (plus
or minus one inch) above the surface of the walk 01
sidewalk the walk is 5 percent or less gradient or
no adjacent hazard exists
2 Overhanging Obstructions Any obstructions that
overhangs a pedestrian's way shall be a minimum of
80 inches above the walking surface as measured
from the bottom of the obstruction
C PARKING (SEC 2 7102)
I The following table establishes the number of hanili
capped parking spaces required
Total Number of
Parking Spates
1
41
40
80
81 120
121 160
161 300
SOI 400
401 500
over 500
Number of Handicapped Parking
Spaces Required
I
o
b
4
5
6
7
1 lor each 200 additional spaces
provided
When less than 5 parking spaces are provided one
shall be 14. feet wide and lined to provide a 9 loot
parking area and a 5 foot loading and unloading
area
2 Physically handicapped parking spaces shall be lo-
cated as near as practical to a primary entrance If
only one space is provided, it shall be 14 feet wide
and lined to provide a 9 foot parking area and a
5 foot loading and unloading area When more than
one space is provided in lieu ol providing a 14 foot
wide space tor each parking space, two spaces can
be provided within a 23 fool wide area lined to
provide a 9 foot parking area on each side of a 5 foot
loading and unloading area in the center I he nun
imum length of each parking space shall be 18 feet
3 In each parking area, a bumper or curb shall be pro
vided and located to prevent encroachment of cars
over the required width of walkways Also, the ipate
thai! be so located that a handicapped penon is not
compelled to wheel or walk behind parked cars other
thin their own
Pedestrian ways whuh are accemble to the phyn
ally handicapped shall be provided from each such
parking space to realted facilities including curb
cuts or rampi as needed Ramps shall not encroach
into any parking space
tXClPTIONS I Ramps located at the front of
physically handicapped parking spaces may
encroach into the length of such spaces when
such encroachment does not limit a handicapped
penon s capability to leave or enter their vehicle
thui providing equivalent facilitation
4 Surface slopes of parking spaces for the physically
handicapped shall not exceed 'A inch per foot in
any direction
5 Lnlrancrs to and verlu at durances within parking
structures shall have j minimum vertical clearance
of 8 feet 2 mi In » win rt n quired fur accessibility
to handieappt il parking ••pat e>
I) SANITARY JA( II11 Its (SK 2 1711)
1 Where separate facilities are provided for non handi-
capped persons of each sex separate facilities shall
be provided for handicapped persons of each sex
also Where unisex facilities are provided for non
handicapped persons, such unisex facilities shall be
provided for the handicapped
2 Where sanitary facilities are located on accessible
floors of a building they shall be made accessible to
the physically handicapped
3 Passageways leading to sanitary facilities shall have a
clear access width .is specified in Chapter 33 All
doorways leading to such sanitary facilities shall
have
a) A clear unobstructed opining width of 32 inches
b) A level and clear area for a minimum depth of
60 inches m the direction of the door swing as
measured at right angles to the plane of the door
m its closed position, and 44 inches where the
door swings away from the level and clear area
4 Multiple accommodation toilet facilities shall have
the following
a) A clear spate mi asured from the floor to a height
of 27 inches above1 the floor, within the sanitary
facility room of sufficient size to inscribe a
circle with a diameter not less than 60 inches, or
a clear spate 56 inches by 63 inches in size
Doors other than thi door to the handicapped
toilet compartment in any position may encroach
into this spaet by not mon than 12 inches
b) A water closet fixture lixated in a compartment
shall provide a 28 inch wide clear space from a
fixture or a 32 inch wide clear space from a wall
at one side of tin water closet and a 48 inch long
clear space in front of the water closet if the
compartment has an end opening door (facing
the water elosi t) A dO inth minimum length
clear space shall be provided in a compartment
with the door localid at the side drab bars shall
not project more than 3 inches into the clear
spaces as specifit d abovt
c) A water closet compartment shall be equipped
with a door that has an automatic closing device,
and shall have a clt ar unobstructed opening width
of 32 inches whin located at the end and 34
inches whrn located at tlir side with the door
position!d at an angle ol 'JO degrees from iti
closed position rxcept lor door opening widths
arid door swings a ilrar unobstructed access not
less than 44 inches shall be provided to water
closet compartments designed lor use by the
handle ap|xd and the span immediately in front
of a water elosi t lompartim nt shall be nut lejj
that 48 inches a« nieasurt <l at right antics to com
parlment door in its clow d position
5 Single accommodation toilet fatiltitis shall have the
following There shall be sufficient space m the
toilet room for a wheilehair measuring 30 inches
wide by 48 niche s long to ente r the room and permit
the door to close I he water tloset shall be located
in a space whuh providts a 26 inch wide clear space
from a wall at one side and 48 inches of clear space
in front of the wati r t lost t
6 In an existing building a singd accommodation toilet
facility may have the watt r closet hxlure located in
a compartment whit It providts a clear space of not
less than 36 inilus widr by 48 inches long m front
of the water closet
7 Grab bars Imaled tin each side, or one side of the
back of the phy sit ally tiaiiilnapped toilet stall or
compartment shall be wturtly attached 33 inches
above and parallel to the floor Grab bars at the side
shall be at least 42 mehes long with the front end
stool and grab bus at thr back shall be not less (tun
36 inches long
The diameter or width ot the gripping surfaces of a
grab bar shall be I'A inch to 1V> inch or the shape
shall provide an equivalent gripping surface If grab
ban are mounted adjacent to a wall the space be
(ween the wall and the grab bars shall be 1 V> inches
8 A dear floor space 30 inches by 48 inches shall be
provided in front of a lavatory to allow a forward
approach Such clear floor space shall adjoin or
overlap an accesible route and shall extend into knee
and toe space underneath the lavatory
9 Where urinals are provided at least one shall have a
clear floor space 30 inches by 48 inches in front of
the urinal to allow forward approach
E WATER FOUNTAIN LOCATION (SfcC 21712)
1 Where water fountains are provided, they shall be
located completely within alcoves or otherwise
positioned to as not to encroach into pedestrun
w»y$
F DRINKING K)t N FAINS (StC P 1507)
1 The drinking fountain shall bt a minimum of IK
inches in depth and there shall lie clear and uneib
strutted spaces under the drinking fountain nut less
than 27 inches in height and 18 inches in depth, the
depth measurements being taken from the front edge
of the fountain A side approach drinking fountain
is not acceptable
2 The bubbler shall be activated by a control which is
eisilv operated by a handicapped person such as a
hand operated lever type control located within
b inches of the front of the fountain, a push bar
control along the front of the drinking fountain,
etc The bubbler outlet orifice shall be located
within 6 inches of the front of the drinking fountain
and shall be within 36 inches of th« floor The water
stream from the bubbler shall be substantially
parallel to the front edge of the drinking fountain
DOORS 1 HARDWARt (StC 2 3301, 3303, 3 JOb)
1 All primary entrances to buildings shall bt made
accessible to the handtcappi d
2 Hand activated door opening hardware sh ill In
centered^ between JO inches and 44 me hcs alx>ve_tlie
_ ~an& locking doors that arr hand acTi
rvated and wh ch are in a path of travel shall be opi r
able with a single rtlort by Uvrr type harilwan l/>
panic bars push pull activating bars, or other lunl
ware drsigntd to provide passage without requiting ,"
the ability to grasp the opening luidwjn I o. k< il J
fxu dooMjha.ll eipcratc^as abjive tnij\riuilirccjiiin __ /
Doors to individual hotel 01 •rnViifruniTfilijlf OJK r
ate sinularlv except that when bolt and unlatching
operation is kev, operated from corridor or ixlinor
side of unit door, large bow keys (." inch) full bow or
I'<4 inch (half bow) shall be provided in IKU ot It i< r
t>pe hardware on the corridor side Separate dtail
lock activation on room sidr ol corridor doors in
hotels or motels shall havr lever handle or latin
thumb turn in an easily reached location
3 Width and Heights. 1 tverv required rxit dooiwiy
shall be ol a sue as to permit the installation ol a
door not liss than 3 leet m width and not Itss iliaii
t> feet, 8 inches in height When installed in ixil
doorways, e\it doors shall be capable ot oiirning at
least 90 degrees and shall b> so mounted that the
«l'ar width of ih>- r»nwjy is not Ie\s lhan 3.! i nltn
4 ror hinged doors Ihr opining width shall In ima
sored with the dour positioned at an anv.li ol ')()
degrees from Us closed position At least OIK ot a
pa r of doors shall meet this opening width re-ejuice
ment Revolving doors shall nut be us< tl as a r< i|iiui it
_cntran,vx for the phv sti al]jhiiidii_am>i iJ
5 ^avimunPeirorfTirTrJSerate^doorb Tirull not oueeel
8 5 pounds lor exit nor doors ind *> pounds lor
.nierior doors, such pull or push < (tort bring j|>|>li«l
at rifcht anglts In hinge el doors and at lh< niinr
plane ol sliding or folding doois Compensating
devices or auti malic door opiralors ma) In utili/id
lo mett thr above stamlaiils Wlun tin il i m
required the maximum <lloii i > opiiai llu il .....
rruv be_in> rc^ayl inn lo • v< r<
Construction rn jil e iin U inihiv~Tl all
flefpt automatic and sliding sliall have a smooth
uninterrupted surtaie to allow the- iloot lu lie
opened b> a wheelchair footrrst wilhi in IT. .tin* a
trap or haiardou> condition Where naitow luim
Oe>ori aie used a ID inch high smooth paml shall Ix
installed on the push side ol the door which will
allow the door to be opened bv a wheelchair luotrcsl
without creating a trap or hazardous condition
B Where turnstiles are used a door or gale (hat is
accessible lo the handicapped shall be provided
within 30 feet.
H RAMPS (SEC 2 3306)
1 The slope of a ramp shall not exceed 1 in 12
2 The top landings on a ramp must be at least 60
inches in depth
3 If a door swings onto a top landing the landing depth
shall be not less than 42 inches plus the width of the
door
4 The top landing shall have a width not less lhan its
depth
5 The top landing shall extend not less than 24 inches
beyond the strike side of the door at extenor ramps
and 18 inches at interior ramps
6 The bottom landing shall be not leu than 72 inches
deep
7 Intermediate landings shall be provided at turns and
whenever thr change in level exceeds SO inches.
8 Intrrmriliatf landings on straight ramps shall have a
depth of not less th in 1 b Inti nnriliate landing]
on ramps that turn greater th in )0 degrees shall be
not less lhan 6 feet m depth
9 Ramps shall be not less than 4 feet wide
10 Ramps serving a primary entrince- for an occupant
load of 300 or more shall be not less than 5 feet
wide
11 Handrails shall be placed on each side of each ramp
and slnll extend 12 inches beyond the top and
bottom of the ramp
12 Surfaces of ramps shall be slip resistant
I WATr R CLOSrTS (SrC P 1502)
1 I he height of accessible water cleisrts shall br a nun
imum of 17 inches and a maximum of 19 inches
measured to (he top of the toilet seat Mush controls
shall be operable by an oscillating handle with a
maximum operating force of 3 Ib or by a remote
low voltage button The handle or button shall be
located so they are operable without requtnng
excessive body movement
J URINALS (SFC PI 503)
1 Where urinals arc provided at least one elongated
rim at a maximum of 1 7 inches above the floor is
rrquircel
2 Mush controls shall be hand operated, and shall be
mounted no more than 44 inches above the floor
K LAVATOKIrS(SrC P 1504)
1 Lavatories shall be mounted with a clearance of at
least 29 inches from the floor to the bottom of the
apron with knee clearance under the front lip ex-
lending a minimum of 30 i> ches in width with 8
inches minimum depth at the top Toe clearance
shall be the same width and sh ill be a minimum of
17 inches deep from the front of the lavatory
2 Hot water and drain pipes under lavatories shall be
insulate il or ollii rwise ceivere-d There shall be no
sharp or abrasive surfaces und> r lavatories
3 taunt controls and operating mechanisms shall be
operable with one hand and shall not require tight
grasping pinching or twisting of the wrist The force
require el lei activate controls shall be no greater than
5 Ib I ever operate el pushtvpe and electronically
eeuitroll.il nu e h iiusm> arc e xamples of acceptable
designs h< II .losing valvrs arr allowed if the faucet
remains ope n lor at Irast 10 trcemds
m KPHONtS (SrC2 I7U)
I drneral II pulilie irleph uies are provided, they
shall comply
M ELECTRICAL
Note all electric receptacles to be
at least 12" above the floor and light
switches to be 36" to 48" above floor
H DOOR SYMBOLS
Note doors leading to handicapped type
restrooms shall have raised triangle and
circle identification symbols
O STAIR TREAD MARKING
Note stair treads to be marked per Sec 3305(r)
QQ
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Date.Jurisdiction
Prepared byi
VALUATION AND PLAN CHECK FEE
p Bldg. Dept,
p Esgil
PLAN CHECK NO .
BUILDING ADDRESS
APPLICANT/CONTACTT"3A/^ <L-Ustf PHONE NO.
BUILDING OCCUPANCY <S> ~SSl f~r" /,) DESIGNER PHONE "
TYPE OF CONSTRUCTION V~//CONTRACTOR PHONE /x
BUILDING PORTION BUILDING AREA VALUATION
MULTIPLIER
VALUE
£j-
Air Conditioning
Commercial 2.80
Residential 2 40
Res. or Comm.
Fire Snrinklers 1.50
Total Value
Fee Adjusted To Reflect D Energy Regulations (Fae/x
D Handicapped Regulation^. (Fee x 1.065)
/ s ~^~* 7 X^
Building Permit Fee $ / ,^
Plan Check Fee $
C 0 M ME N TS.
8/4/82
Date i J/-^
Prepared byi
Jurisdiction
VALUATION AND PLAN CHECK FEE
Q Bldg. Dept.
O £sgal
PLAN CHECK NO.^
BUILDING ADDRESS
APPLICANT/CONTACT ~7^>^fif
BUILDING OCCUPANCY
~Z_ /\[cxZr+?£_
PHONE NO.
TYPE OF CONSTRUCTION V"//
/. ) DESIGNER PHONE _ "
CONTRACTOR PHONE
BUILDING PORTION BUILDING AREA VALUATION
MULTIPLIER
Air Conditioning
Residential
Res. or Comm.
Fire Sprinklers
Total Value
Tte Adjusted To Mefltct
Building Permit Fte
Check F»e j
I / C
0 Cncrgy Regulation* (Flke/i 1.1)
Regulation^(F»e x 1.
CO H HC NTS].
SAN MARCOS, rfc
CHECK NUMBER
TYPE OF STRUCTU
SCHOOL FEES SAN
CARLSBAD
% COVERAGE
BUILDING HEIGHT
FENCES/WALLS
— TWO CAR GARAGE
COMMENTS<:
0£. C2
I— LU<-> o:
UJ 1—1ex :Do; o-
O LU
REDEVELOPMENT APPROVAL REQUIRED
LANDSCAPE PLAN COMMENTS
ENVIRONMENTAL REQUIRED
ADDITIONAL COMMENTS
OK TO ISSUE
cJ
Jft ~ <rV
UE T (/ DATE ft
1y r I ftw5 'OK TO FINAL DATE
ENGINEERING
P F F _
R.O.W.
LEGAL DESCRIPTION VERIFIED7
_ PARK IN LIEU
IMPROVEMENTS
* A.P N. CHECKED? £>.K .
LATERAL DRIVEWAY
GRADING PERMIT
DRAINAGE
EASEMENTS ADDITIONAL COMMENTS
OK TO ISSUE DATE
* ENGINEERING INSPECTION REQUIRED
PUBLIC WORKS INSPECTOR
FINAL OK DATE
* IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WI
(DRIVEWAYS, CURB CUT, DRAINAGE, ETC.)
E ALL INSPECTIONS
CARLSBAD
kGE1 OF / 1275 ELM AVENl
\ (71/
PLAN
PROJECT C "~^ O*^~ye*^.
ARCHITECT P *~
OWNER
OCCUPANCY CONST
iVsPRINKLERED ^TENANT IMP
T-IPE DL~P' ~1 MENT
JE, CARLSBAD, CA 92008
,) 'OS-5521
CHECK REPORT
ADDRESS £ & 5 2- C' o rTt
ADDRESS
ADDRESS
TOTAI SO FT
j /\ APPROVED
DISAPPROVED
PLAN CHECK II S^f-^y
OTHER REF H
1I
PHONE
PHONE
STORIES
APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THEFOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING
CORRECTIONS:
I Provide one copy of the floor plan(s), site plan, and sheets
Storage, dispensing or use of any flammable or combustible liquids, flammable
liquids, flammable gases and hazardous chemicals shall comply with Uniform
Fire Code $23? _
Buildmg(s) not approved for high piled combustible stock Storage in closely
packed piles shall not exceed 15 feet in height, 12 feet on pallets or in racks
and 6 feet for tires, plastics and some flammable liquids If high stock piling
is to be done, comply with Uniform Fire Code, Article 8l
Medical gas system(s) shall comply with N F P A Standard 56F
Fire extinguishers shall be provided based upon the following criteria
y a ) 1-2A rated ABC extinguisher for each_3O(3Q sq ft^,or portion thereof
X b) maximum travel distance to an extinguisher of "71$ feet
c) other
9
10
6. Fire sprinkler system(s) per N F P A Standard /3
provided to protect
shall be
Dry chemical extinguishing system(s) shall be installed per N F P A Standard
96 to protect cooking equipment and exhaust system
Plans of •//> *-<L ^jQ^^t^^.U C<^^- _
—p -^
system(s) shal 1 be approved by the Fire Department prior to installation of
system(s)
Show on site plan locations of all nearby proposed or existing hydrants within
200 feet
Hydrant (s) shall be provided and located \
Show location(s) on site plan Fire Flow
hydrants
11 Access for fire apparatus is not adequate Provide
gpm for hours from
12
with openings protected with
shall be of
hour assemblies
13 Comply with regulations on attached sheet(s)
Plan Examiner
Report mailed to architect Met with
hour construction
i. -?
Date
Attach to Plans
!3JJ
t
• ) ;
. XX.( (iJ
MAR 2 8 1984
LUSARDICONSTSUCIIOJ
500 WEST GROVE AVENUE
(
tructures
ORANGE CALIFORNIA 92665 • (714)637-5200
March 19, 1984
(213)6236508
Mr. Ed Martinet
Lusardi Construction Co
1570 Linda Vista Dr.
San Marcos, CA 92069
SUBJECT,
r
Building
Job #7484
Dear
At several locations purlins "Land" over bolts that
are through the hinges. The building inspector questions
whether the bolts were left out, as it is not possible to
see them.
Upon discussing this with my field superintendent, I
have been assured that the ends of the purlins were dapped,
and the bolts installed.
Please forward a copy of this letter to the building
department. I have been assured this written confirmation
satisfy the inspector
Very truly yours,
PACIFIC ROOF STRUCTURES
Robert C. Gregg
Chief Engineer
RCG/sm
Tj Pacific Roof Otructurcs
500 W GROVE AVE - ORANGE CALIF 92665 - (714) 637-5200 - (213) 623-6508
MAR 2 8
u
To Lusardi Construction Company
1570 Linda Vista Drive
San Marcos, California 92069
February 10, 1984
JOB NAME Cal Omega Bui Id ing
far-I chart
"
PACIFIC ROOF STRUCTURES ORDER NO
AITC Certificate No 00|5°A
7484
Gentlemen
Enclosed please find copies of AITC Certificates of Conformance for the above subject
project Please forward these certificates to the appropriate building department so that
the final inspection can be issued on our scope of work Should additional attachments be
required, please contact us immediately
Yours very truly,
Dlerk D. Peters
PACIFIC ROOF STRUCTURES
Contractors License No 176982
REMARKS
COPIES TO
CERTIFICATE OF
MAR ^ 8 1984
LUSARDI CONSTRUCTION
CONFORMANCE
UNDERSIGNED MANUFACTURER HEREBY CERTIFIES
that the products identified below and on attached sheets Nos _ are marked
with the Collective Mark of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION (AITC)
and were manufactured in conformance with applicable provisions of American National Standard
ANSI/AITC A190 1-1983, Structural Glued Laminated Timber, and that such manufacture has
been at our plant in _ Safginaw, Oregon _ ( which plant has a quality control system
approved by the Inspection Bureau of the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
and inspected periodically by such Bureau
The manufacture of these members complies with the manufacturing and fabricating provisions of
Chapter 25 of the Uniform Building Code
JOB NAME Cal Omega Building (Pacific Roof Structures)
JOB LOCATION Carlsbad, Ca.
CUSTOMER S ORDER NO 7484 / 996 DATE 1/12/84 MFGR s ORDERNO BWS-13119
SIGNATURE Herb McKillop COMPANY.
TITLE.Supt ADDRESS Sag in aw. Oregon DATE 1/27/84
AITC HEREBY CERTIFIES that the said company at its said plant is licensed by the
AMERICAN INSTITUTE OF TIMBER CONSTRUCTION to use the AITC Collective Mark in respect
of products which comply with applicable provisions of said Standard, that the adequacy of the quality
control system in effect at said plant is periodically inspected and verified by the Inspection Bureau of
the AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, and that, in the judgment of AITC,
said company is capable of complying with applicable manufacturing and testing provisions of said
Standard in respect of products manufactured at said plant Conformance with the Standard in respect
of any specific or particular product is the sole responsibility of the manufacturer, AITC's guarantee
hereunder being that the said company is qualified to produce a product meeting the said Standard
and that its plant is periodically inspected and verified by the AITC Inspection Bureau
AITC Certificate No 00150 A
AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
1983 AMERICAN INSTITUTE OF TIMBER CONSTRUCTION
AITC FORM IBCA
T"
d i
O'l si
IT21
31
41
JOBS
NAME "
LOC H
P 0 *
L 1 PG 1
1 1
1 1
1 1
1 1
13119
PACIFIC R£
CAL OMDGA
998 / f7<
G 1 F 1
1 1
1 1
1 1
Dor STKJCT
BLDG
I8O
-~^
S ItlABK?
/<5>|B-1
/<£> 1 B-3
/£>lB-4
J^IES
CVTLSEAD
Itto 1
1 10 1
i 101
1 101
|- ' ^"^J^^1 1^1/7 ^* r>-t-
(y^ TOTAL FBM THIS SHI.PKi.Nl
| TOTAL WGT THIS SHIPMENT
"•"IHISHED SIZE-
5 1/3 X 13 x 31- 3
^ 1/3 x 15 x 24
5 1/3 x 13 x 48
"
«?(9 *{-%0
3^-goO
\ C\13ER
1 1 750( 360
tSPCC " "
1 1 "000 ( 36*
ISPCC
TAELE
) 24--V4
""24F--V3"
) 24F-V4
24F-V3
LVVTE 01-17-34
PAGE 1 Or
c- CL IPIU--IT
1 31-101
1 24-21
1 3 1 A3- 2 1-
1
•L BLT ILAXSl
3'12 12 1
730- 2l 13 1
2-.1- Si 1C!
579 1 121
FH1
-,05
255
S13
|"™L FBMlAPPR IIR;^1 SE
1 4050IIi.iD LOAD 12'
I 2560 llNE
1 6130 |I\T)
oh1
o
U!
OATB
v rfjOUp t No.
RP1AIKS 24F-V4,
• ^i i. - 1 j
PACE ^.TOTALS
CRjVD TOTALb
24F-V8
1
1
1
ft i.
DF
IBEWIS -1 1 4
•40'f 0
40 f 0
6
1 iltW'O
1 75^3,5-
3 • u
0
10 1 12
0
1
0 10 1 '01
I TOTAL,
t 2Un)U t ^" "".^L!1 _
"I 7TTTTT" "
January H, 198* £
I I''.. -- -,'•=>.--*_ rf°"' =.
Ed Martinet
Lusardi Construction
1570 W. Linda Vista Way
San Marcos, California 92069
Dear Mr. Martinet: ".. _"
This is to inform you that in accordance with the subject soils report you may
eliminate the requirement for mesh in the slab-on-grade on the Cal Omega project.
All other provisions of the soils report are applicable. - ;fL ^.j-' --
Sine
larry Deardorff
Structural Engineer
cc: Building Department, City of Carlsbad
Soils Engineer
- ..-'- —'••*"• *
DEARDORFF S DEARDORFF 3274 ROSECRANS ST , SAN DIEGO, CA 92110, (BIS) 223-2428
REPORT OF SOIL INVESTIGATION
Proposed Commercial Site, Lot 6
Northeast Corner of Corte del Nogal and Corte del Albeto
Carlsbad, California
JOB NO. 83-2907
16 December 1983
prepared for
LUSARDI CONSTRUCTION COMPANY
prepared by
GEOTECHNICAL EXPLORATION, INC.
8145 Ronson Road, Suite H
San Diego, CA 92111
GEOTECHNICAL EXPLORATION, INC
SOIL & FOUNDATION ENGINEERING
GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY
16 December 1983
LUSARDI CONSTRUCTION COMPANY
1570 Linda Vista Drive
San Marcos, CA 92069
JOB NO. 83-2907
Subject Report of Soil Investigation
Proposed Commercial Site, Lot 6
Palomar Airport Business Park
Northeast Corner of Corte del Nogal and Corte del Albeto
Carlsbad, California
Dear Sirs
In accordance with your request, Geotechnical Exploration, Inc. has performed an
investigation of the surface and subsurface soil conditions at the location of the
subject proposed commercial site. The field work was performed on December 7, 1983
by our Field Engineer.
It is our understanding that the site is being developed to receive a one-story
commmercial building. The building will be constructed of concrete tilt-up panels
utilizing conventional, continuous foundations or spread footings with concrete slab
on-grade. A minor cut and fill grading operation will be performed on the site.
Our investigation revealed the site to consist primarily of a slightly sloping cut and fill
graded building pad. Moderately to highly expamsve soils are present at bearing levels
on the site. In our opinion, however, if the conclusions and recommendations
presented in this report are implemented during site preparation, the site will be suited
for the proposed development.
The work performed and recommendations presented in this report are the result of an
investigation and analysis which meets the contemporary standard of care in our
profession. No other warranty is expressed or implied.
This opportunity to be of service is sincerely appreciated. Should you have any ques-
tions concerning the following report, please do not hesitate to contact us. Refer-
ence to our Job No. 83-2907 will expedite response to your inquiries.
Respectfully submitted,
CEOTECHNICAL EXPLORATION, INC.
RJS/pj
814-"ON ROAD SUITE H «• SAN DIEGO CALIFORNIA 92111-2081 • (619) 56O-O428
REPORT OF SOIL INVESTIGATION
Proposed Commercial Site, Lot 6
Palomar Airport Business Park
Northeast Corner of Corte del Nogal and Corte del Albeto
Carlsbad, California
JOB NO. 83-2907
The following report presents the findings and recommendations of Geotechnica!
Exploration, Inc. for the subject project.
I. SCOPE OF WORK
Building plans for the subject site had not been finalized at the time of our
investigation, however, it is our understanding, based on communications with
representatives of Lusardi Construction Company that the site is intended for the con-
struction of a commercial structure to be a maximum of one story in height. A minor
cut and fill grading operation will be performed on the site. The grading will entail
cutting at the northwest end of the site and filling toward the southeast portion of
the site. The maximum depths of cut and fill will be on the order of one foot. The
proposed structure will be constructed of concrete tilt-up panels utilizing continuous
foundations and spread footings with concrete floor slabs on-grade. A previous cut
and fill grading operation was performed on the subject lot during the development of
the Palomar Industrial Park subdivision. With the above in mind, the Scope of Work is
briefly outlined as follows
1. Identify and classify the surface and subsurface soils to depths, in conformance
with the Unified Soil Classification System (refer to Appendix A).
2. Verify the allowable bearing pressures for the natural ground and the soils
existing as compacted fill, based on their shear-strength and compression
characteristics and our experience with the soils.
3. Recommend treatment for any expansive soils and/or improperly compacted fill
soils that, if left in place and unmodified, could result in future damages to the
proposed structure.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 2
4. Predict the settlement of the natural-ground soils, as well as recompacted fill
soils (recompacted to at least 90 percent of Maximum Dry Density), under the
proposed structural loads.
5. Recommend active and passive earth pressures to be utilized in design of any
proposed retaining walls and foundation structures.
6. Verify the extent and condition of the existing fill soils that had been placed on
the site prior to our investigation.
7. Review of existing engineering reports pertinent to the subject site.
The scope of our work was to develop site specific conclusions and recommendations
(pertaining to foundations and floor slabs only) for the subject Lot 6 of the Palomar
Airport Business Park. The preliminary geotechmcal investigation for the business
park was performed by Robert Prater Associates. The results of their investigation are
summarized in a report titled "Ceotechmcal Investigation", C.C. & F. Palomar Airport
Business Park - Phase II, Carlsbad, California, and identified as their no. 218-3, 1822,
dated September 19, 1977.
Observations during the actual grading operation of the business park and the testing
of compacted fill soils were also performed by Robert Prater Associates.
II. SITE
The site is legally described as Lot 6 of Carlsbad Tract 80-33, Palomar Airport
Business Park, City of Carlsbad, County of San Diego, State of California
The site, consisting of approximately 2.4 acres, is located at the northwest corner of
Corte del Albeto and Corte del Nogal, m the City of Carlsbad, California.
Additionally, the property is bordered on the north and west by undeveloped, graded
building pads.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 3
There were no existing structures on the site at the time of our investigation.
Vegetation on the site consists of landscape shrubbery and plants on the slopes and
scattered grasses and weeds.
A relatively level cut and fill graded building pad has been placed on the site. Prior to
grading, the site appears to have sloped moderately to steeply to the south.
The property is further bounded by a 10-foot-high (maximum) south-facing fill slope
at the south and east ends of the property, a 15-foot-high (maximum) south-facing
composite cut/fill slope along the north property line, and a 5-foot-high east-facing
composite cut/fill slope along the west property line.
Elevations on the site range from approximately 250 feet above mean sea level (MSL) to
285 feet MSL. Elevations on the existing, slightly sloping pad range from approximately
263 feet above MSL to 271 feet above MSL, sloping to the southeast.
III. FIELD INVESTIGATION
Six test borings were placed on the site to determine the condition and location of the
existing fill soils and the overall soil profile of the site. The excavations were located
in the field by referring to an undated, unreferenced As-Built Grading Plan provided by
Lusardi Construction Company. The excavations were visually inspected by our Field
Engineer, and samples were taken of the predominant soils throughout the field opera-
tion Test trench logs have been prepared on the basis of our inspection and the
results have been summarized on Figure No. II. The predominant soils have been
classified in conformance with the Unified Soil Classification System (refer to Appendix
A).
IV. DESCRIPTION OF SOILS
The southern portion of the site is overlain with a wedge of fill soils which range to
over seven feet in thickness and deepen to the south-southeast. In-place density
tests were taken in the test boring excavations at random depths and locations.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 4
Further, standard penetration tests were performed on the filled ground materials.
Refer to Figure No. II for the results of the m-place testing. The fill soils tested in
our test boring excavations appeared to be properly compacted.
The location of the fills and the approximate daylight line is shown on Figure No. I.
The fills consist primarily of one to five feet of tan, fine to medium sands overlying
brown to dark-brown sandy clays and silty sands. Most of the encountered fill
materials located at depths of approximately one to one and one-half feet below the
existing grade and overlying the southern half of the property are moderately to highly
expansive.
The fills are underlain with dense, tan, fine to medium, formational sands. The
formation is exposed at the surface north of the daylight line shown on Figure No. I.
The formational soils are non-expansive.
V. GROUND WATER
No ground water problems were encountered during the course of our field investi-
gation and we do not expect significant problems to develop in the future—if the
property is developed as presently designed. It should be kept in mind, however, that
any required grading operations may change surface drainage patterns and/or reduce
permeabilities due to the densification of compacted soils. Such changes of surface
and subsurface hydrologic conditions, plus irrigation of landscaping or significant
increases in rainfall, may result in the appearance of minor amounts of surface or
near-surface water at locations where none existed previously. The damage from such
water is expected to be minor and cosmetic in nature, if good positive drainage is im-
plemented at the completion of construction. Corrective action should be taken on a
site-specific basis if, and when, it becomes necessary.
VI. LABORATORY TESTS AND SOIL INFORMATION
Laboratory tests were performed on the disturbed and undisturbed soil samples m
order to determine their physical and mechanical properties and their ability to sup-
port the proposed structure. The following tests were conducted on the sampled
soils
OD
10
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 5
1. Moisture Content (A.S.T.M. D 2216-71)
2. Density Determinations
3. Mechanical Analysis (A.S.T.M. D 422)
4. Expansion Tests (County)
5. Consolidation Tests
6. Standard Penetration Tests
The relationship between the moisture and density of undisturbed soil samples gives
qualitative information regarding the soil strength characteristics and soil conditions to
be anticipated during the future grading operation.
The mechanical analysis was used to aid in the classification of the soils according to
the Unified Soil Classification System.
The expansion potential of clayey soils was determined utilizing the County of San
Diego Test Method for Expansive Soils. Expansive soils are classified as follows
0 to 3 percent Low or Considered "Non-expansive"
3 to 6 percent Medium
6 to 12 percent High
Above 12 percent Very High
According to the County of San Diego Test for Expansive Soils, recorded swells of less
than three percent result in classification as non-expansive soils.
Based on the above laboratory test data, a thorough visual inspection of the primary
soil types on the project, and our previous experience with laboratory testing of soils
of the same type, our geotechmcal engineer has assigned conservative values for
friction angle and cohesion to those soils which will have significant lateral support or
bearing functions on the project. These values are presented in Figure No. Ill and
have been utilized in determining safe bearing values as well as active and passive earth
pressure design criteria for wall and footing designs.
CD
U
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 6
Utilizing the laboratory test data, visual inspection of the primary soil types, and our
previous experience with field testing procedures developed by our firm, our
geotechnical engineer has assigned conservative values for the coefficient of friction of
soils which are expected to underlie floor slabs, footings, retaining wall foundations,
or any structure subject to possible failure by sliding. If more than one soil type is
determined to underlie a structure, the coefficient on only the lower value soil will be
presented in this report.
Consolidation Tests were performed on undisturbed natural-ground soils and remolded
soils expected to be used in any compacted fills. The soils were contained in
one-inch high brass rings and loaded into a consolidometer. The specimens were sub-
jected to increased loads and the resulting consolidations noted. The consolidation
tests aid in determining anticipated settlements of the natural ground under the pro-
posed building loads.
Drive samples were obtained by recording the number of blows required from a
dropped weight to drive a sample tube a given distance. The Standard Penetration
Test is performed by using a 140-pound weight falling 30 inches to drive a two-inch
O.D. by 1 3/8-mch I.D. sampler tube a distance of one foot. The following chart (as
referenced from 'Basic Procedures for Soil Sampling and Core Drilling" - W.L. Acker II,
1974), provides a correlation between the number of blow counts and the relative
density of the soil
Soil
Sand & Silt
Clay
Density
Determination
Loose
Medium
Dense
Very Dense
Very Soft
Soft
Medium
Stiff
Hard
Blows/Foot
0-10
11-30
31 - 50
Over 50
Less than 2
3-5
6-15
16 - 25
Over 25
OD
ID
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 7
VII. CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon the practical field
investigations conducted by our firm, and resulting laboratory tests, in conjunction
with our knowlege and experience with the soils in the Carlsbad area of the County of
San Diego.
A. Preparation of Soils for Site Development
1. The existing vegetation observed on the site must be removed prior to the
preparation of building pads and/or areas to receive structural improvements.
2. The southern portion of the site is overlain with over seven feet of fill soils.
The fills consist of moderately to well-compacted sands and sandy clays. The
clayey soils were tested and found to possess 6.0 to 9.0 percent swell, as
measured by the County of San Diego Test for Expansive Soils. The expansive
materials are located at depths within one to one and one-half feet of the
existing ground surface over the approximate southern half of the site. The
fills are underlain by formational sandstones which are non-expansive. The
sandstones are exposed at the surface of the site north of the daylight line
shown on Figure No. I.
3. Unless properly dealt with, the moderately to highly expansive characteristics of
the filled ground soils described previously (located on the approximate
southern half of the property) can cause significant damage to the structure and
associated improvements (such as those planned for the subject property). In
order to reduce significantly the potential for such damage, one of the recom-
mendations herein must be followed
3.1 If the planned structure and improvements are to be constructed using
standard, non-expansive soils design criteria, the site shall be prepared as
follows
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 8
3.1.1 The moderately to highly expansive soils shall be removed
from all strucural areas to a minimum distance of five feet outside peri-
meter footings. The clayey soils shall be removed to a minimum depth of
three feet below the proposed, rough, finish-grade elevations.
As mentioned previously, it is our understanding it is intended to cut
from the north and west portions of the site and fill the south and east.
Cuts in the above-mentioned area will primarily be placed in the
non-expansive formational sands. The excavated sands will then be
placed over expansive soil areas. In general, if a section of at least three
feet of non-expansive, good-bearing materials exist below finish-grade
elevations, the expansive soil design criteria may be eliminated. Our firm
can make a more definite determination of this factor when proposed
grading plans are reviewed and grading operations commence.
3.1.2 Excavated areas shall be backfilled with non-expansive soils
such as the on-site fine to medium sands or materials obtained from an
approved off-site borrow pit. The non-expansive select materials must
be placed and compacted to at least 90 percent of Maximum Dry Density,
in accordance with the requirements of the City of Carlsbad. Upon satis-
factory completion of the backfilling operation, continuous and spread
footings may be designed, in accordance with the load-bearing value
assigned to the compacted non-expansive fill materials. The continuous
and spread footings shall have a minimum width of 12 inches and extend
a minimum depth of 12 inches into the compacted fill soils (measured
from the lowest adjacent grade at the time of foundation construction)
for one-story structures and a minimum depth of 18 inches and a
minimum width of 15 inches for two-story structures.
3.1.3 Areas receiving improvements, such as patios, sidewalks,
A.C pavement (parking areas), et cetera, shall be underlain by at least
six inches of compacted fill materials, such as that used in the backfilling
operations for building locations.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 9
3.2 If it is intended to construct the proposed structure and improvements
on the moderately to highly expansive clayey soils without preparation of
the site (as described in Recommendation No. 1), the following recom-
mendations become applicable
3.2.1 The continuous foundations and spread footings shall
extend a minimum depth of 18 inches into the firm natural ground or
compacted fill, measured from the lowest adjacent grade at the time of
foundation construction. The continuous foundations shall be reinforced
with two No. 5 steel bar, one bar shall be located near the top of the
foundations and one bar near the bottom.
3.2.2 Concrete floor slabs shall be founded on at least two inches
of sand or decomposed granite, overlying visqueen overlying four addi-
tional inches of sand. It should be noted that most of the site, at
present, is overlain with at least one foot of non-expansive sand.
It is recommended floor slabs be saw-cut with control joints be placed
on 12-foot centers. The saw cut control joints will minimize the
potential for cosmetic cracking of the floor slabs due to the expansive
soil conditions.
If the slight potential for minor cosmetic cracking is not acceptable, it is
recommended an alternative floor slab design be developed by a
structural design engineer. Additionally, the slab design should take into
consideration anticipated loading.
3.2.3 Prior to pouring footings and foundations, and prior to
placement of floor slab base sections, the clayey soils shall be thoroughly
watered such that they possess a moisture content of approximately two
percent above optimum moisture content a depth of 12 inches below the
footing grade.
OD
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 10
3.2.4 It is recommended that all non-structural concrete slabs
(such as patios, driveways, sidewalks, et cetera), and all parking areas, be
founded on at least six inches of non-expansive soils.
4. Existing surface soils which will not be removed during the future grading
operation shall be scarified (in place) to a depth of 12 inches, watered to
optimum requirements, and shall then be compacted to at least 90 percent of
Maximum Dry Density.
5. No uncontrolled fill soils shall remain on the site after completion of any future
site work (except landscape soils). In the event that temporary ramps or pads
are constructed of uncontrolled fill soils during a future grading operation, the
location and extent of the loose fill soils shall be noted by the on-site
representative of a qualified soil engineering firm. The loose fill soils shall be
removed and/or recompacted prior to completion of the grading operation.
6. Any septic tanks, subsurface disposal systems, wells, et cetera, which might be
discovered on the site, shall be removed and properly backfilled with approved
on-site or imported fill soils, and shall then be compacted to at least 90 percent
of Maximum Dry Density.
7. Any backfill soils placed m utility trenches or behind retaining walls which
support structure and other improvements (such as patios, sidewalks, drive-
ways, pavements, et cetera), other than landscaping, shall be compacted to at
least 90 percent of Maximum Dry Density.
8. City agencies often require that a qualified soils engineering firm verify the
actual soil conditions revealed during site grading work and footing excavation
to be as anticipated in the "Report of Soil Investigation" for a project. In
addition, the compaction of fill soils placed during site grading work must be
tested by a representative of a qualified soils engineering firm.
In order to minimize any work delays at the subject site during site develop-
ment, this firm should be contacted 24 hours prior to any need for inspection
OD
]Q
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 11
of footing excavations or field density testing of compacted fill soils. If
possible, placement of formwork and steel reinforcement m footing excavations
should not occur prior to inspection of the excavations, in the event that our
inspection reveals the need for deepening or re-designing foundation structures,
in any locations, any formwork or steel reinforcement in the effected footing
excavation areas would have to be removed prior to correction of the observed
problem (i.e., deepening the footing excavation, recompactmg soil in the bottom
of the excavation, et cetera).
9. All contemporary pavement section design methods assume compaction of the
upper one-half foot of foundation soil (natural ground or compacted fill) and
all base materials to at least 95 percent of Maximum Dry Density. We therefore
recommend that the upper one-half foot of foundation soils and all base
materials beneath street, driveway, and parking area pavements to be compacted
to a minimum of 95 percent of Maximum Dry Density. This recommendation also
applies to the upper soils in backfilled trenches or behind retaining walls which
support pavement sections.
B. Design Parameters for Foundation and Retaining Walls
10. The maximum safe load-bearing value (at a depth of 12 inches into the natural
materials or property compacted fill soils on this site) is at least 2,000 pounds
per square foot. This load-bearing value may be utilized in the design of con-
tinuous foundations and spread footings when founded a minimum of 12 inches
into the firm natural ground or compacted fill (compacted to 90 percent of
Maximum Dry Density), measured from the lowest adjacent grade at the time of
foundation construction. It is recommended that two-story structures be
founded on 18-inch deep footings. Additionally, the expansive soil conditions
encountered on the site may require 18-mch deep foundations. This
soil-bearing value may be increased one-third for design loads that include wind
or seismic analysis. If imported soils are required to bring the site to grade,
the import soils shall be non-expansive and shall be obtained from an approved
off-site borrow area.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 12
A load-bearing value for imported soils, should they be utilized on the site, can-
not be given until the materials source is known. It is anticipated, however,
that a value of at least 2,000 pounds per square foot will be obtained for
footing depths of 12 inches.
11. Based on our laboratory test results and our experience with the soil types on
the subject site, the soils will experience settlement in the magnitude of less
than 0.5 inch under a structural load of 2,000 pounds per square foot.
12. The active earth pressure (to be utilized in the design of walls, et cetera), shall
be based on an Equivalent Fluid Weight of 40 pounds per cubic foot (for level
backfill only).
In the event that a retaining wall is to be designed for a restrained condition, a
uniform pressure equal to 8*H (eight times the total wall height, considered in
pounds per square foot) shall be considered as acting everywhere on the back
of the wall in addition to the design equivalent fluid weight.
13. The passive earth pressure of the encountered natural-ground soils (to be used
for design of building foundations and footings to resist the lateral forces)
shall be based on an Equivalent Fluid Weight of 325 pounds per cubic foot.
This passive earth pressure shall only be considered valid for design if the
ground adjacent to the foundation structure is essentially level for a distance of
at least three times the total depth of the foundation.
The design pressures presented above are based on utilization of soils native to
the site in backfill operations. In the event that imported, or on-site clean
granular fill soils are utilized as backfill material or m constructing building
pads, this firm should be contacted for possible reduction of design pressures
due to level backfill, sloping backfill, or restrained wall conditions.
Additionally, the above values are subject to revision based no our review of
finalized grading plans.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 13
14. A Coefficient of Friction of 0.35 times the dead load may be used between the
bearing soils and concrete wall foundations or structure foundations and floor
slabs. If the coefficient of friction is to be used in conjunction with passive
earth pressures, the coefficient shall be reduced to 003.
15. The compacted fill soils that occur within five feet of the face of any fill slopes
will possess poor lateral stability, even though they have been compacted. Pro-
posed structures and other improvements (such as walls, fences, patios, side-
walks, swimming pools, driveways, asphalt paving, et cetera), that are located
within five feet of the face of compacted fill slopes, could suffer differential
movement as a result of the poor lateral stability of these soils.
Foundations and footings of proposed structures, walls, et cetera, when found-
ed five feet and further away from the top of compacted fill slopes, may be of
standard design m conformance with the recommended load-bearing value. If
the proposed foundations and footings are located closer than five feet inside
the top of compacted fill slopes, they shall be deepened to one foot below a
line beginning at a point five feet horizontally inside the fill slopes and
projected, outward and downward, parallel to the face of the fill slope (see
Figure No. IV).
C. Slope Design
16. In the event that development of the site necessitates construction of steep
temporary cut slopes immediately adjacent to existing structures, or to property
boundaries at which off-site grading permission has not been granted, either
shoring, bracking, or underpinning may be required to prevent damage to on-site
or off-site structures as a result of construction of the temporary slope. This
office should be contacted for additional recommendations pertaining to such
protection of existing structures.
17. Trenches, excavations, and temporary slopes at the subject site shall be
constructed in accordance with subparagraph (1) paragraph (f), of section 1541
of Title 8, Construction Safety Orders, issued by OSHA.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 14
18. It is recommended that all compacted fill slopes and natural cut slopes be
planted with an erosion-resistant plant, in conformance with the requirements
of the City of Carlsbad.
D. Site Drainage Considerations
19. Adequate measures shall be taken to properly finish-grade the site after the
structures and other improvements are in place. Drainage waters from this site
and adjacent properties are to be directed away from foundations, floor slabs,
footings, and slopes, onto the natural drainage direction for this area or into
properly designed and approved drainage facilities. Proper subsurface and
surface drainage will minimize the potential for waters to seek the level of the
bearing soils under the foundations, footings and floor slabs. Failure to
observe this recommendation could result in uplift or undermining and
differential settlement of the structure or other improvements on the site.
In addition, appropriate erosion-control measures shall be taken at all times
during construction to prevent surface runoff waters from entering footing
excavations, ponding on finished building pad or pavement areas, or running
uncontrolled over the tops of newly-constructed cut or fill slopes. Particular
care should be taken to prevent saturation of any temporary construction
slopes.
20. Proper sub-drams shall be installed behind all retaining walls on the subject
project.
21. Planter areas and planter boxes shall be sloped to dram away from the founda-
tions, footings, and floor slabs. Planter boxes shall be constructed with a sub-
surface dram, installed in gravel, with the direction of subsurface and surface
flow away from the foundations, footings, and floor slabs, to an adequate drain-
age facility.
Ceotechmcal Exploration, Inc. will assume no liability for damage to structures
which is attributable to poor drainage.
flO
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 15
E. General Recommendations
22. Following placement of concrete floor slabs, sufficient drying time must be
allowed prior to placement of floor coverings. Pre-mature placement of floor
coverings may result in degradation of adhesive materials and loosening of the
finish floor materials.
23. No subsurface structures shall be placed in the moderately to highly expansive
soils without being properly designed by a structural engineer and/or soils
engineer.
24. When building and grading plans are finalized for the subject project,
Geotechmcal Exploration, Inc. shall be provided copies of these plans for
review. Based on any review, additional and/or amended recommendations will
be issued if necessary.
VIII. GRADING NOTES
Any required grading operations shall be performed m accordance with the general
requirements of the City of Carlsbad, under the supervision of a qualified soils
engineer or supervised field soils technician.
It is the responsibility of the Owner and/or Developer to ensure that the recommenda-
tions summarized in this report are carried out in the field operations.
This firm does not practice or consult in the field of safety engineering. We do not
direct the contractor's operations, and we cannot be responsible for the safety of
personnel other than our own on the site, the safety of others is the responsibility of
the contractor. The contractor should notify the owner if he considers any of the
recommended actions presented herein to be unsafe.
Proposed Commercial Site Job No. 83-2907
16 December 1983 Page 16
IX. SUMMARY AND LIMITATIONS
In order to issue foundation and floor slab recommendations, our investigation was
performed to verify the extent, condition, and approximate depth of the existing fill
soils and to determine the character of the surficial formational materials. Density
tests and penetration tests were taken in the existing fill soils to verify the relative
densities. The tests were taken in randomly placed borings and indicate the existing
fill soils were properly prepared and compacted. However, our firm cannot assume
liability for the integrity of the entire fill area since our firm was not present during
the actual grading operation. The grading supervision for the business park was
performed by Robert Prater Associates (as mentioned previously).
In addition, it is not within the scope of this report to determine the underlying and
surrounding geology of the subject property. The geotechmcal investigation was
performed by Robert Prater Associates, summarized m the previously mentioned
geotechmcal investigation.
All statement in this report are apphable for the graded pad inspected by our firm and
are representative of the site at the time our report was prepared. The firm of
Geotechmcal Exploration, Inc. shall not be held responsible for fill soils placed at any
future time, or subsequent changes to the site by others, which directly or indirectly
cause poor surface or subsurface drainage and/or water erosion altering the strength
of the compacted fill soils.
The work performed and recommendations presented herein are the result of an
investigation and analysis which meets the contemporary standard of care m our
profession. No other warranty is expressed or implied.
This report should be considered valid for a period of three (3) years, and is subject to
review by our firm following that time. If significant modifications are made to the
building and/or grading plans, especially with respect to the height and location of cut
and fill slopes, placement of retaining walls, and the height and location of proposed
structures, this report must be presented to us for immediate review and possible
revision.
Proposed Commercial Site
16 December 1983
Job No. 83-2907
Page 17
The firm of Ceotechnical Exploration, Inc. shall not be held responsible for changes to
the physical condition of the property, such as addition of fill soils or changing
drainage patterns, which occur subsequent to issuance of this report.
Once again, should any questions arise concerning this report, please feel free to
contact our office. Reference to our job No. 83-2907 will ensure a prompt reply to
your inquiries.
Respectfully submitted,
CEOTECHNICAL EXPLORATION, INC.
Je><fedolfi, Project Coordinator
CliffordOr^La Monte, R.C.E. 25241
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«.I!
•
DIMENSION
6" DIAMETER
GROUNDWATER DEPTH
N/E
DESCRIPTION AND CLASSIFICATION
DESCRIPTION
AND REMARKS
Damp , f i ne to
medium sand w/cla>
bi nder
FILL
Damp , s i 1 ty sands
Ssandy clays
REWORKED TOPSOILS
Damp, fine to
med i urn sand
FORMATION
BOTTOM OF BORING
COLOR
Light
brown to
tan
Dark
brown
Tan
3Z WATER TABLE
g| LOOSE BAG SAMPLE
H IN-PLACE SAMPLE
• DRIVE SAMPLE
CONSISTENCY
Moderate
to we 11
compacted
Moderate
to wel 1
compacted
Dense
TYPE
SP
SM
CL
SP IN-PLACEMOISTURE%_1 00 0
Q- 2 °-
-7 "-1
? Q
DATE LOGGED
12/7/83
LOGGED BY
JBR
5 Q;
O r>
£5
OS
13 1
LOG OF EXPLORATORY TEST BOR MAXIMUMDENSITYpcf118
UJ
*~ (75
UJ U.EXPAN +CONSOL -H8 3 BLOWCOUNTS/FT22
20
51
58
NG
LOT 6, CARLSBAD TRACT
PALOMAR A RPORT BUSINESS PARK
CARLSBAD. CA
JOB NO
83-2907
FIGURE NO
1 Ic
DATE
12/1
QUD
9/83
l§i]D
LOG NO
EQUIPMENT
CONT INDUS FLIGHT AUGER
DRILL RIG
SURFACE ELEVATION
268' MSL
u.
I
a.
Ula
.
-
2-
.,
.
*\
5-
•
/
-
-
-
9-
-
10
-SYMBOL^/SAMPLE1*
4'/Wi
^1
III I
^ III,
III-»
•
-
n
DIMENSION DATE LOGGED
6" DIAMETER 12/7/83
3ROUNDWATER DEPTH LOGGED BY
N/E JBR
DESCRIPTION AND CLASSIFICATION
DESCRIPTION
AND REMARKS
Damp, fine to
medium sand
FILL
Moist, clayey
sand/sandy clay
FILL
Damp , s i 1 ty sands
& sandy clays
REWORKED TOPSOIL
Damp, fine to
med i urn sand
FORMATION
BOTTOM OF BORING
COLOR
Whi te
Brown
Dark
brown
Tan
Y WATER TABLE
^ LOOSE BAG SAMPLE
[2] IN-PLACE SAMPLE
m DRIVE SAMPLE
CONSISTENCY
Loose to
med i urn
dense
Moderate
to wel 1
compacted
Moderate
to we! 1
compacted
Dense
TYPE
SP
SC
SM
CL
SP IN-PLACEMOISTURE%12 8
_J 1/5 wn —t Q.
' uj
107 [OPTIMUMMOISTUREV7o13 7 MAXIMUMDENSITYpel119 RELATIVE „DENSITY '°EXPAN +CONSOL -+8 5 BLOWCOUNTS/FT25
17
35
LOG OF EXPLORATORY TEST BOR NG
LOT 6, CARLSBAD TRACT
PALOMAR AIRPORT BUS NESS PARK
CARLSBAD CA
JOB NO
83/2907
FIGURE NO
1 Id
DATE
12/19/83
dlo^l^Q
LOG NO
EQUIPMENT
CONTINOUS FLIGHT AUGER
DRILL RIG
SURFACE ELEVATION (
268' MSL
I —
u.
r
o.
UJ
O
f
1 '
2-
3-
5.
6-
-SYMBOL/E
LU
Q.
5
.((gffl ••
in H
*J
\
DIMENSION DATE LOGGED
6" DIAMETER 12/7/83
3ROUNDWATER DEPTH LOGGED BY
N/E JBR
DESCRIPTION AND CLASSIFICATION
DESCRIPTION
AND REMARKS
Damp, fine to
medium sand
FILL
Moist, clayey
sand/sandy clay
FILL
Damp s i 1 ty sands
& sandy clays
REWORKED TOPSOILS
Damp, fine to
med i urn sand
FORMATION
BOTTOM OF BORING
COLOR
White
Brown
Dark
Brown
Tan
2 WATER TABLE
[X] LOOSE BAG SAMPLE
n IN-PLACE SAMPLE
m DRIVE SAMPLE
CONSISTENCY
Loose to
med i um
H.p|n«;p.
Moderate
to wel 1
compacted
Moderate
to wel 1
compacted
Med i um
dense
TYPE
SP IN-PLACEMOISTURE%12 5
11 5
LU >_
—1 l/> U
Q. ^ °-
Z Q
108
109
OS MAXIMUMDENSITYpcfUJ
h~ ^
LULU
CCQ EXPAN +CONSOL -BLOWCOUNTS/FT20
16
LOG OF EXPLORATORY TEST BORING
LOT 6, CARLSBAD TRACT
PALOMAR AIRPORT BUSINESS PARK
CARLSBAD. CA
JOB NO
83-2907
FIGURE NO
1 le
DATE
12/19/83
QlLnJbrOO
LOG NO
5
EQUIPMENT
CONTINUOUS FLIGHT AUGER
DRILL RIG
SURFACE ELEVATION
268'MSL
*—u_
Xf-
o.
UJ
0
1 -
2-
3-
4-
c;
6 'SYMBOLH
^
1 m SAMPLE]_
DIMENSION
6" DIAMETER
5ROUNDWATER DEPTH
N/E
DESCRIPTION AND CLASSIFICATION
DESCRIPTION
AND REMARKS
damp , f i ne to
medium sand
FILL
damp, sandy clay
and s i 1 ty sands
FILL
damp , f i ne to
medium sand
FILL
/
dry, fine to
medium sand
FORMATION
COLOR
wh i te
dark
brown
tan
tan
2 WATER TABLE
g] LOOSE BAG SAMPLE
[7] IN-PLACE SAMPLE
m DRIVE SAMPLE
CONSISTENCY
moderate
to wel 1
compacted
moderate
to wel 1
compacted
noderate
to wel 1
compacted
dense
TYPE
SP
CL
SP
SP IN-PLACEMOISTUREof/fa8 it
UJ .<-
_l t/5 u
Q. -r a
7 &2 Q
108
DATE LOGGED
12/7/83
LOGGED BY
JBR
OPTIMUMMOISTURE%MAXIMUMDENSITYpcf&S
>r
<2
UJ UJ<xQ EXPAN +CONSOL -BLOWCOUNTS/FT20
35
LOG OF EXPLORATORY BORING
LOT 6, CARLSBAD TRACT
PALOMAR AIRPORT BUSINESS PARK
CARLSBAD, CA
JOB NO
83-2907
FIGURE NO
1 If
DATE
12/19/83
rffr^_/lPk ^9&^s\
LOG NO
140
130
120
110
100
90
80
tia.
s
01
K
2
ID
CC
Q
\\
i V
\
v\\
\
\
\
\ \
\
\
/
/
\
\\
\
\v
/\
A
/
i
k
\Ai
\
$$
r
MAXIMUM DRY
DENSITY (pcf)
\
\
Vn\
OPTIMUM MOISTURE
CONTENT (%
FILL SU
3
K 2
A
A
\
\
S_i
VA5\X
N\K\\ ^
N \ \
Vv
^v
1 2
121 118 1
12 0 131 1
MOISTURE CONTENT °
0 10
LABORATORY
SOIL
TYPE
2
3
ITABfLITY TESTS1 1 flvJ D 8ml KB 0 &aW « QuS
DIRECT S>€AR TEST DATA
APPARENT COHESION (paf)
APPARENT FRICTION ANGLE
1 2 3
25 500
30 23
MECHANICAL ANALYSIS
3 % 4 10 40 200inn -i—
Q Q ,
40
i U
o 1 1 — ' —
sX^l
\\ky ]\
\ f\\
\ u
1 Vi\ ^Nw\ X^"8 ^,^s-, 3
\ ^*** 0
1000 100 10 00 001 0001
^ GRAIN SIZE IN MILLIMETERS
A GRAVEL
i \^ L,wac»_i.j c p
3 V^270
19 s\:260 SPECIFIC
3 -7 * \ ^L
/ \. ^Jf 2 50
>N:\^
SAND
C M j F °1LT4 CLA'1— i i - i i
GRAVITY
\ \K^> ZERO AIR VOIDS CURVES
/o <rO
20 30 40
COMPACTION TEST
SOIL CLASSIFICATIO
Tan, fine to medium sand
Dark brown, sandy c ay
Brown , sandy c 1ay/clayey s
SWELL TEST DATA
INITIAL DRY DENSI
1
TY (pcf)
INITIAL WATER CONTENT (%)
LOAD (pa f)
PERCENT SWELL
N B°JJoG TRNO°H DEPTH
1 2
3 5
and 4 2
2 3
108 oq
10.5 11.1
l/i/i ' il £1
S T O r~-•* o,. r>
y
5
0'
JOB NO 83-2907
FIGURE NO | |
Proposed Structure
Concrete Floor Slab
Top of Compacted Fill Slope
Compacted Fill Slope
(Maximum Inclination 1.5 10)
12" Minimum
reinforcement of
Foundations and Floor —^
Slabs following the RPC- ^
emendations of the Architect
or Structural Engineer
of Footing
... Compacted Fill
TYPICAL S S C T I 0 N
(Showing Proposed Foundation Located Within Five Feet of Top of Compacted Fill Slope)
TOTAL DEPTH OF FOOTING
DISTANCE FROM
TOP OP SLOPE
0
/
1
/
2
/
3
z/
15 10 Fill Slope
52"
U"
36"
28"
20"
2.0 1.0 Fill Slope
42"
36"
30"
24"
18"
Job No 83_2907
Figure No.,v
APPENDIX A
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION
J ARSE-GRAINED
More than half of material It larger than a No 200 sieve
GRAVELS CLEAN GRAVELS
More than half of coarse fraction is larger than GW Well-graded gravels gravel and sand mix-
No 4 sieve size but smaller than 3" tures little or no fines
GP Poorly graded gravels gravel and sand mix-
tures, little or no fines
GRAVELS WITH FINES GM Silty gravels, poorly graded gravel-sand-silt
(appreciable amount) mixtures
GC Clay gravels poorly graded gravel-sand-silt
mixtures
SANDS CLEAN SANDS SW Well-graded sand, gravelly sands little or no
More than half of coarse fraction is smaller than a no fines
No 4 sieve SP Poorly graded sands gravelly sands little or
no fines
SANDS WITH FINES SM Silty sands poorly graded sand and silty
(appreciable amount) mixtures
SC Clayey sands poorly graded sand and clay
mixtures
FINE-GRAINED
More than half of material is smaller than a No 200 sieve
SILTS AND CLAYS ML Inorganic silts and very fine sands rock flour
sandy silt and clayey-silt sand mixtures with
a slight plasticity
Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity
gravelly clays sandy clays silty clays clean
clays
OL Organic silts and organic silty clays of low
plasticity
MH Inorganic silts micaceous or diatomaceous
fine sandy or silty soils elastic silts
Liquid Limit Greater Than 50 CH Inorganic clays of high plasticity fat clays
OH Organic clays of medium to high plasticity
HIGHLY ORGANIC SOILS PT Peat and other highly organic soils
APPENDIX B
GRADING SPECIFICATIONS
GENERAL
The intent of this item is to properly establish procedures for cleaning and
compacting natural ground, preparing areas to be filled, and placing and compacting
fill material to the grades and slopes as shown on the Grading Plans.
CLEARING
All vegetation, brush and debris shall be removed, piled and burned, or otherwise
disposed of, to give the surface a neat and finished appearance.
COMPACTING NATURAL GROUND
After clearing, the natural ground shall be scarified to a depth of at least 12
inches, watered to optimum requirements and compacted to not less than 90 percent
of maximum dry density, according to A.S.T.M. Test Method D-1557, in a four-inch
diameter, cylindrical mold of 1/30th-cubic-foot volume. Field density tests shall be
taken in the natural ground in accordance with A.S.T.M. Test Method D-1556.
FILL MATERIALS
Materials for the fill shall be approved by the soils engineer and shall be free
from organic matter and other deleterious substances. In the event that expansive
materials are encountered within three feet of finished grade, they shall be entirely
removed or thoroughly mixed with good, granular material before incorporating them in
fills. No footing shall be allowed to bear on soils which, in the opinion of the soils
engineer, are detrimentally expansive — unless designed for this clayey condition.
PLACING AND COMPACTING FILL MATERIAL
After preparing the areas to be filled, the fill materials shall be placed in layers
not to exceed six inches in compacted thickness. Each layer shall be watered to opti-
mum requirements and compacted to not less than 90 percent of maximum dry density
in accordance with A.S.T.M. Test Method D-1557. Compaction of the fill shall then
proceed in the specified manner to the grades shown on the approved plans.
When the slope ratio of the original ground is steeper than 5.0 horizontal to 1.0
vertical, the original ground shall be benched. Ground slopes flatter than 5.0
horizontal to 1.0 vertical shall be benched when considered necessary by the soils
engineer. Fill slopes shall be compacted by means of a sheepsfoot roller, or other
suitable equipment. Slope compaction shall be continued until the slopes are stable
but not too dense for planting.
Field density tests shall be taken when considered necessary by the soils
engineer in accordance with A.S.T.M. Test Method D-1556 and shall be made not
exceeding two feet in vertical height providing each layer is tested.
FIELD OBSERVATION AND DENSITY TESTING
Observation and testing of the fill shall be made by the representative of
Geotechmcal Exploration, Inc. during the grading operation so that it can be
reasonably assumed that the fill was placed in accordance with these specifications.
SEASON LIMITS
No fill material shall be placed, spread or rolled during unfavorable weather
conditions. When the work is interrupted by heavy rams, the filling operation shall
not be resumed until field tests indicate that the moisture content and density of the
fill are as previously specified.
REPORT OF GRADING OBSERVATION AND FIELD DENSITY TESTING
Proposed Commercial Site, Lot 6
Palomar Airpo*rt Business Park
Northeast Corner of Corte del Nogal and Corte del Alheto
Carlsbad, California
JOB NO. 84-3002
11 January 1984
prepared for
LUSARDI CONSTRUCTION COMPANY
prepared by
GEOTECHNICAL EXPLORATION, INC.
8145 Ronson Road, Suite H
San Diego, CA 92111
d GEOTECHNICAL EXPLORATION, INC
SOIL & FOUNDATION ENGINEERING
GROUNDWATER • GEOPHYSICS • ENGINEERING GEOLOGY
11 January 1984
LUSARDI CONSTRUCTION COMPANY
1570 Linda Vista Drive
San Marcos, CA 92069
JOB NO. 84-3002
Subject REPORT OF GRADING OBSERVATION AND FIELD DENSITY TESTING
Proposed Commercial Site - Lot 6
Palomar Airport Business Park
Northeast Corner of Corte del Nogal and Corte del Alheto
Carlsbad, California
Dear Sirs
In accordance with your request, Geotechnical Exploration, Inc., hereby submits the
following report summarizing our work and test results, as well as our conclusions and
recommendations concerning the subiect project. Our firm has inspected the grading
operation and tested the fill soils that were removed and recompacted during the
preparation of your proposed commercial building
GENERAL SITE INFORMATION
The property, consisting of approximately 2.4 acres, is located at the northeast corner
of Corte del Nogal and Corte del Albeto in the City of Carlsbad, California. A
relatively level cut and fill graded building pad was previously placed on the site
Prior to the previous grading, the site appeared to have sloped moderately to steeply to
the south. Original elevations on the site ranged from approximately 250 feet above
mean sea level (MSL) to 285 feet above MS!... Elevations on the existing, slightly sloping
pad ranged from approximately 263 feet above MSL to 271 feet above MSL, sloping to
the southeast.
There were no existing structures on the site at the time of our work Vegetation on
the site consisted of landscape shrubbery and plants on the slopes and scattered
grasses and weeds
8145 RONSON ROAD SUITE H • SAN DIEGO CALIFORNIA 92111-2081 • (619) 56O-O428
Proposed Commercial Site, Lot 6 Job No. 84-3002
11 January 1984 Page 2
The site has been prepared to receive a proposed commercial building which will be a
maximum of two stories in height. It is our understanding that the building will be
constructed in conformance vvith the Uniform Building Code, utilizing
conventional-type foundations, footings and conventional-type building materials A
Plot Plan, illustrating the approximate location of all materials which were recompacted
throughout the grading operation, is enclosed as Figure No I
MATERIALS AND PLACEMENT
The soils utilized in the grading operation were from on-site excavations and consisted
primarily of light-brown to tan, clayey, fine, silty sand. These fill materials were
placed in layers not exceeding 8 inches in compacted thickness and compacted to at
least 90 percent of Maximum Dry Density, while maintaining a moisture content at, or
near, the optimum. Compaction was reached by means of rolling with heavy
construction equipment, such as a sheepsfoot and scrapers.
TESTS
Field density tests were performed in accordance with A.S.T.M. D-1556. Expansion
potential tests were performed in accordance with the County of San Diego Test for
Expansive Soils Maximum density determinations were performed in accordance with
A.S.T.M. D-1557, Method A The relative compaction results, as summarized on Figure
No. II, are the ratios of the field densities to the laboratory Maximum Dry Densities,
expressed as percentages.
CONCLUSIONS AND RECOMMENDATIONS
The following conclusions and recommendations are based upon our analysis of all the
data available from the testing of the soils compacted on this site. Our visual inspec-
tion of the grading operation (while in progress), field and laboratory testing of the
i
typical bearing soils, and our general knowledge and experience with the natural-
ground soils and recompacted fill soils on this site were utilized in conducting our
services.
<3D
Proposed Commercial Site, Lot 6 Job No 84-3002
11 January 1984 Page 3
1. The soils utilized in the grading operation were from existing on-site soils which
were removed and recompacted The soils primarily consisted of light-brown to
tan, clayey, fine, silty sand overlying a brown, sandy clay that is within three
feet of finish pad grade Soils of this type are considered moderately to highly
expansive, as measured by the County of San Diego Test for Expansive Soils
2. Unless properly dealt with, the moderately to highly expansive characteristics of
the existing soils can cause significant damage to the structure and associated im-
provements (such as those planned for the subject property). In order to
reduce significantly the potential for such damage, the recommendations herein
must be followed
2.1 The continuous foundations and spread footings shall extend a minimum
depth of 18 inches into the firm natural ground or compacted fill. The
continuous foundations shall be reinforced with two No. 5 steel bars,
one bar shall be located near the top of the foundations and one bar
near the bottom
2.2 Prior to pouring footings and foundations, and prior to placement of
floor slab base sections, the clayey soils shall be thoroughly watered such
that they approach their maximum potential for expansion.
2 3 Concrete floor slabs, if used, may be founded on the existing,
non-expansive sands
24 It is recommended floor slabs be saw-cut with control joints placed on
12-foot centers The saw-cut control joints will minimize the potential
for cosmetic cracking of the floor slabs due to the expansive soil
conditions
Proposed Commercial Site, Lot 6 Job No. 84-3002
11 January 1984 Page 4
If the slight potential for minor cosmetic cracking is not acceptable, it is
recommended an alternative floor slab design be developed by a
structural design engineer. Additionally, the slab design should take into
consideration anticipated loading.
2.5 It is recommended that all nonstructural concrete slabs (such as patios,
sidewalks, et cetera), be founded on at least six inches of non-expansive
soils.
3. During the grading operation, previously placed fill soils were properly prepared
to receive the new fill soils. The fill soils were properly placed, watered and
then compacted to at least 90 percent of Maximum Dry Density, in accordance
with the requirements of the City of Carlsbad The maximum depth of fill soils
placed on the site at the time of the grading operation monitored by this firm
was not in excess of three and one-half feet in vertical thickness
4 The maximum safe soil bearing value of the compacted fill soils placed on the
site is at least 2,000 pounds per square foot. The safe soil tearing value of the
natural ground is at least 2,000 pounds per square foot This soil bearing value
may be increased one third for design loads that include wind or seismic
analysis. Additionally, these bearing values may be utilized in the design of
foundations and footings of the proposed structure when founded a minimum
of 18 inches into the firm natural ground or compacted fill for single or
two-story structures
5. All contemporary pavement section design methods assume compaction of the
upper one-half foot of foundation soil (natural ground or compacted fill) and
all base materials to at least 95 percent of Maximum Dry Density. We, therefore,
recommend that the upper one-half of foundation soils and all base materials
beneath street, driveway, and parking area pavements to be compacted to a
minimum of 95 percent of Maximum Dry Density. This recommendation also
applies to the upper soils in backfilled trenches or behind retaining walls which
support pavement sections
CD
]D
Proposed Commercial Site, Lot 6 Job No. 84-3002
11 January 1984 Page 5
6. It should be noted that changes of surface and subsurface hydrologic condi-
tions, plus irrigation of landscaping or significant increases in rainfall over the
"accepted average-annual" rainfall for San Diego County for the past ten years,
may result in the appearance of minor amounts of surface or near-surface water
at locations where none existed previously The damage from such water is
expected to be minor and cosmetic in nature, if corrected immediately. Correc-
tive action should be taken on a site-specific basis if, and when, it becomes
necessary
7 Following placement of concrete floor slabs, sufficient drying time must be
allowed prior to placement of floor coverings. Premature placement of floor
coverings may result in degradation of adhesive materials and loosening of the
finish floor materials
8. Natural-ground cut slopes of maximum inclinations of 1.5 horizontal to 1.0
vertical, and compacted fill slopes of maximum inclinations of 2 0 horizontal to
1.0 vertical, shall be stable and free from deep-seated failures for materials
native to the site and utilized in compacted fills.
9 Although the compacted fill soils have teen verified to a relative compaction of
90 percent of Maximum Dry Density or better, the compacted fill soils that occur
within five feet of the face of the fill slope possess poor lateral stability. The
proposed structure and associated improvements (such as walls, fences, patios,
sidewalks, swimming pools, driveways, asphalt paving, et cetera), that are
located within five feet of the face of compacted fill slopes, could suffer
differential movement as a result of the poor lateral stability of these soils.
The foundations and footings of the proposed structure, fence posts, walls, et
cetera, when founded five feet and further away from the top of compacted fill
slopes, may be of standard design in conformance with the recommended soil
value If proposed foundations and footings are located closer than five feet
JD
err
Proposed Commercial Site, Lot 6 Job No. 84-3002
11 January 1984 Page 6
inside the top of compacted fill slopes, they shall be deepened to one foot
belovv a line beginning at a point five feet horizontally inside the fill slopes and
projected, outward and downward, parallel to the face of the fill slopes (see
Figure No III).
10 The active earth pressure (to be utilized in the design of walls, et cetera), shall
be based on an Equivalent Fluid Weight of 40 pounds per cubic foot (for level
backfill only).
In the event that a retaining wall is to be designed for a restrained condition, a
uniform pressure equal to 8*H (eight times the total wall height, considered m
pounds per square foot) shall be considered as acting everywhere on the back
of the wall in addition to the design equivalent fluid weight.
The design pressures presented above are based on utilization of soils native to
the site m backfill operations. In the event that imported, clean granular fill
soils are utilized as backfill material, this firm should be contacted for possible
reduction of design pressures due to level backfill, sloping backfill, or restrained
wall conditions
11. The passive earth pressure of the encountered natural-ground soils and
well-compacted fill soils (to be used for design of building foundations and
footings to resist the lateral forces) shall be based on an Equivalent Fluid
Weight of 325 pounds per cubic foot. This passive earth pressure shall only be
considered valid for design if the ground adjacent to the foundation structure is
essentially level for a distance of at least three times the total depth of the
foundation
12. A Coefficient of Friction of 0.35 times the dead load may be used between the
bearing soils and concrete wall foundations or structure foundations and floor
slabs. If the coefficient of friction is to be used in conjunction with the
passive earth pressures, the coefficient shall be reduced to 0.3.
Proposed Commercial Site, Lot 6 Job No. 84-3002
11 January 1984 Page 7
13. It is recommended that all compacted fill slopes and natural cut slopes be
planted with an erosion-resistant plant, in conformance with the requirements
of the City of Carlsbad.
14. Planter areas and planter boxes shall be sloped to dram away from the founda-
tions, footings and floor slabs. Planter boxes shall be constructed with a sub-
surface dram, installed in gravel, with the direction of subsurface flow away
from the foundations, footings and floor slabs, to an adequate drainage facility.
15. Any backfill soils placed in utility trenches, or behind retaining walls, which
support structures and other improvements (such as patios, sidewalks,
driveways, pavements, et cetera), other than landscaping, shall be compacted to
at least 90 percent of Maximum Dry Density.
Ceotechnical Exploration, Inc. will accept no liability for damage to structures
that occurs as a result of improperly backfilled trenches or walls.
16 Adequate measures shall be taken to properly finish grade the site after the
structures and other improvements are in place. Drainage waters from this site
and adjacent properties are to be directed away from foundations, floor slabs
and footings, onto the natural drainage direction for this area or into properly
designed and approved drainage facilities. Proper subsurface and surface drain-
age will minimize the potential for waters to seek the level of the bearing soils
under the foundations, footings and floor slabs. Failure to observe this recom-
mendation could result in uplift or undermining and differential settlement of
the structure or other improvements on the site.
17. Any subsurface structures, that are founded in potentially expansive, clay soils,
shall be properly designed by a structural engineer and/or soils engineer.
Proposed Commercial Site, Lot 6
11 January 1984
Job No 84-3002
Page8
SUMMARY
Based on our field testing and grading observation, it is our opinion that the grading
operation vvas performed in conformance vvith the City of Carlsbad Grading Ordinance,
and the compacted fill soils and natural-ground soils vvill safely support the proposed
structure and other improvements.
A "Report of Soil Investigation" was prepared and issued by our firm on December 16,
1983. All recommendations of that report are still valid unless specifically amended
herein.
All statements in the report are applicable only for the grading operation inspected by
our firm, and are representative of the site at the time our report was prepared. The
firm of Geotechmcal Exploration, Inc. shall not be held responsible for fill soils placed
at any future time, or subsequent changes to the site by others, which directly or
indirectly cause poor surface or subsurface drainage and/or water erosion altering the
strength of the compacted fill soils
Our services consist of professional opinions and recommendations made in accord-
ance with generally accepted geotechmcal engineering principals and practices. This
warranty is in lieu of all other warranties, either expressed or implied
Thank you for this opportunity to be of service. Should any questions arise concern-
ing this report, please do not hesitate to contact us. Reference to our Job No.
84-3002 will expedite response to your inquiries.
Respectfully submitted,
GEOTECHNICAL EXPLORATION, INC.
'Louis W. Watts, Project Supervisor
LWW/CWL/pj(90)
Enclosures
Cliff La Monte, R.C.E. 25241 L
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Compaction Test Results
Test Date Location
Depth
Fill
Moisture Field
Density
Soil
Type
Relative
Compaction
1 1/3/84 refer to plot plan T 11.8 97.5 pcf
2 1/3/84 refer to plot plan 2' 11 8 100.3 pcf
3 1/3/84 refer to plot plan 2' 16.1 111.9 pcf
4 1/4/84 refer to plot plan retest #1 15.9 117.8 pcf
5 1/4/84 refer to plot plan retest #2 12.4 103.0 pcf
6 1/4/84 refer to plot plan 1.5' F.G 17.7 113.3 pcf
7 1/9/84 refer to plot plan 1.5'F G. 11.1 107.0 pcf
85.5%
88.0%
98.1 %
103.4%
90 4%
99.0%
93.9%
SOIL CLASSIFICATION
TYPE DESCRIPTION OPTIMUM MOISTURE MAXIMUM DRY DENSITY
I Light-brown to tan, clayey, fine,
silty sand 12 3%114.0 pcf
Job No 8*1-3002
Figure No
PROPOSED STRUCTURE
CONCRETE FLOOR SLAB
TOP OF COMPACTED FILL SLOPE
COMPACTED FILL SLOPE
(MAXIMUM INCLINATION 15 10)
REINFORCEMENT OF
FOUNDATIONS AND FLOOR
SLABS FOLLOWING THE
RECOMENDATIONS OF THE
ARCHITECT OR STRUCTURAL
ENGINEER
TOTAL DEPTH OF FOOTING
CONCRETE FOUNDATION
COMPACTED FILL
TY PI C AL SECTION
(SHOWING PROPOSED FOUNDATION LOCATED WITHIN FIVE FEET OF TOP OF COMPACTED FILL SLOPE")
TOTAL DEPTH OF FOOTING
DISTANCE FROM
TOP OF SLOPE
0
1
2'
3'
4'
1 5 1.0
FILL SLOPE
52"
44"
36'
23'
20'
2010
FILL SLOPE
42"
36'
3O"
24'
18'
FIGURE NUMBER I I I
JOB NUMBER 8*1-3002