HomeMy WebLinkAbout1455 CHESTNUT AVE; ; 83-14-A; PermitDECLARATIONS
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WORKER'S COMPENSATION OWNER/BUILDER CONTRACTOR
ISTRUCTION, WHETHER SPECIFIED HEREIN OR NOT, 1 ALSO AGREE TO SAVE INDEMNIFY AND ~KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS ANDEXPENSES WHICH MAY IN 'ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THEGRANTING OF THIS PERMIT.APPLICANT'S SIGNATURE * /* OWNER D CONTRACTOR^TT/^/^^Sb^tO^ JTHONe A(
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INTERDEPARTMENTAL INFORMATION SHEET
BUILDING DEPARTMENT
BUILDING ADDRESS:
A.P.N:
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ECEIVED
JAN 19 1983
C.T:CITY OF CARLSBADTrending .Department
PLANNING DEPARTMENT
ZONE: Qj\ SCHOOL FEES: SAN DIEGUITO
ENCINITAS__ CARLSBAD >£ A/ft
•UNITS REQ'D:
SAN MARCOS
PROVIDED:
^.COVERAGE ALLOWED:
I1MRKING SPACES REQ'D:
_. PROVIDED:
PROVIDED:
IILDING HEIGHT REQ'D:
FRONT SETBACK
ALLOWED:
PROVIDED:
SIDE SETBACK REAR SETBACK
PROVIDED:
INTRUSIONS:
RE-DEVELOPMENT APPROVAL REQ'D:
LANDSCAPE § IRRIGATION PLAN COMMENTS:
ENVIRONMENTAL PROTECTION REQ
ADDITIONAL COMMENTS:
OK TO ISSUE:DATE: \OK TO FINAL:DATE :
* * * ft * A- A A A -A- * * A A * -A- A A ft ft ***** A ft *'ft * A A A A A ft ft * A A * * •£* A * A ?.- * A A A A ft :': A -A A -A- -A A A A A A * ft
INEERING DEPARTMENT
. W : IMPROVEMENTS :
PUBLIC FACILITIES FEE:
ADDITIONAL COMMENTS:
/q i h
SEWER CONNECTION:
DRIVEWAY LOCATION(S):
-GRADING PERMIT:
EASEMENTS:
LEGAL DESCRIPTION:
MMENTS: o\T\
-£j? Xvw/V
*CHECK IF ENGINEERING INSPECTION REQ'D. ON FINAL:
OK TO ISSUE: DATE: PWI: OK TO FINAL:
DATE:
TA^A A- A -k A A"FA A A A A A A A A A A~ft~A :V A A A A A * O: A_-.TA~A .A A A~A A A A A A FFA'-FA~FA A A A_A"
* IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WILL MAKE
FINAL INSPECTION.
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1200 ELM, CARLSBAD, CA 92008 • TEL (714) 438-5525 RECEIPT /
^ddress)^^ G&O^^Z^ 'Owner ''.•'. • • .
Mailing . ( .'
•Address tg/^fj*1" /t«£> , ' (^tf-Szr/tyf—XJ'TJfJf^ ^7^"
City ' . Zip . Tel. . /
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Address . . ' . ' ' . ''.'.. . '• ' . .
City . • • Zip Tel.
State Lie. . . City
S..CIassif. " . . , ''••'.•' Lie. No.
COMPLETE FOR PLAN CHECK ONLY
LEGAL DESCRIPTION fL^fj^T'^i &£&, &? 7 $ & Sb
T^A^T ^4W, MAP^f^^^
ASSESSORS PARCEL NO, .^^^ - ^z.- X*
DESCRIPTION OF WORK ^ t^Q,. ^ M> . . <£>AJ£F •
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PLAN ID NO. ejT 3"~' /• • ><""
DESIGNER ADDRESS ^AX/ -^y.^fejS^ '&•'&. ^Z /<=><?
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Signature of Applicant / f /fy/^&^fl^ riate / // tf / 'f-%
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MISCELLANEOUS FEE REC^'T.S/^ai |b
PI 'PLAN CHECK FEE . ': •
D VALUATION €^C*y # <s?< /? •
PI DEMOLITION " ' • ' • '
PI HOUSE MOVING '
PI PARKS AND RFCRFATION FFF
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•WARNING: PLAN CHECK FEES. WHERE NO ACTION IS TAKEN BY THE
APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED, FEE ARE
FORFEITED TO THE CITY.
COMMENTS:
White — Applicant Yellow — File ' Pink — (1) Finance (2) Data Process . Gold — Assessor
1I CITY COPY
I| PLAN CHECKER COPY
dtp of Cartebab
JURISDICTION:DATE
PROJECT ADDRESS:
TO:
PLAN CORRECTION SHEET
SINGLE FAMILY AND DUPLEX DWELLINGS
Plan Check No. cS 3> ~ ' /" _
Date plans received by jurisdiction _(sVCz2s // ' fi
Date plans received by plan checker f^/^/ '/ g£i[
Date initial plan check completed
FOREWORD: PLEASE 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.
Per Sec. 303 (c), 1979 Uniform Building Code,
the approval of the plans does not permit the
violation of any state, county or city. law.
PLANS
Please make all corrections on the original
tracings and submit two new sets of prints,
and any original plan sets that may have
been 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
check sheet with 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)
Submit fully dimensioned plot plan drawn
to scale showing location size, and use
of all existing and proposed structures
on the lot. Identify property lines and
show lot dimensions and all easements.
Show location of all cut- or fill slopes
and approximate finish floor elevations
for all structures and show elevations at
all corners. Sec. 302(b)7.
Indicate distance from center-line of street
or alley to property line and distance from
curb to property line. Sec. 302(b)7
Plans, specifications and calculations shall
be signed by a California State licensed
engineer or architect. (California
Business and Professions Code)
B. FIRE PROTECTION
Walls closer than 3 feet to property lines
shall be one-hour fire-rated construction,
have no openings, and shall have 30 inch
parapets when the building floor area exceeds
1,000 square feet on any floor. (Table 5-A
Sec. 1709(a)
Projections, including eaves, may not extend
more than 12 inches into the 3 foot setback
from the property line. Sec. 1710 and
Sec. 504(b)
Projections, including eaves,shall be one-
hour fire-resistive construction, heavy
timber or of non-combustible material if
they project into the 3" setback area from
the property line. Sec. 1710
Show location of permanently wired smoke
detector. Sec. 1210
C. ROOM SIZES, LIGHT, VENTILATIONS AND GLAZING
One room must contain a minimum of 150 square
feet of superficial floor area. Sec. 1207(b)
Habitable rooms, other than kitchens, shall
contain at least 70 square feet of floor
nrea. Sec. 1207(b)
Window area must be at least 1/10 of the
area and a minimum of 10 square feet
ec. 1207(a). Appears to be deficient
Openable window area must be 1/20 of the _^
floor area and a minimum of 5 square feetA
bathrooms, laundry rooms and similar
cms. ^Minimum is 1.5 sq.ft. (Sec.l205(a)0\=i SK»Trt V^ii 1>t«\jiHJOj — I_X»»U>{T "y' - • - -- —*- —•"
be •half of all required window area must
openable in "S>\vv»>V\XT ~Uto>AQ
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Provide mechanical ventilation capable of
providing five air changes per hour in
bathrooms, water closet compartments, laundry
rooms and similar rooms if required windows
are not provided. Sec. 1205(a)
No habitable room, other than a kitchen,
shall be less than 7'Q" in any dimension.
Sec. 1207(c)
Show that ceiling height for habitable
rooms is a minimum of 7'6". Sec. 1207(a)
X
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3fo.
Show ceiling height for laundry rooms,
hallways, corridors, and bathrooms is a
minimum of 7'0". Sec. 1207(a)
Provide 30" clear width for water closet
compartments and 24" clearance in front
of-water closet. Sec. 1711(b)
No cooking room shall be used for sleeping
purposes, unless complying as an efficiency
living unit. Sec. 1208
Specify safety glazing for glazing in hazardous
locations such as glass doors, glazing
adjacent to such doors and glazing adjacent
to walking surfaces. Sec. 5406
Glazing in shower and tub enclosures
(including windows) shall be tempered,
laminated or approved plastic.
Sec. 1711 (f)(g)
Sleeping rooms shall have a window or
exterior door for emergency exit. Sill
height shall not exceed 44" above the floor.
The window must have an openable area of
at least 5.7 square feet with the minimum
openable width 20" and the minimum openable
height 24". Sec. 1204
Eaves and cornices may not project into
a required yard more than 2 inches for each
foot of yard width if required windows
open into the yard. Sec. 1206(d)
A mezzanine is an intermediate floor and
may not have a floor area exceeding 33 1/3
percent of the total floor area in the room
below, and the mezzanine floor must have
a clear height of 7 feet, above and below,and
must have 65% of the long side open to the
room below.
;The loft you show does not comply as a
mezzanine floor and is, by Building Code
definition, a story
0. EXITS, STAIRWAYS, AND RAILINGS
yf. Floors above the second story shall have
not less than 2 exits. Sec. 3302(a)
Required exit doorways shall be not less
than 36" in width and not less than 6'-8"
in height, and shall be capable of opening
at least 90 degrees. Sec. 3303(e)
Provide 36" high protective railing for
porches, balconies, and open sides of landings.
Maximum opening between railings shall be
less than 9". Sec. 1716
Show how guardrail connection details are
adequate to support 20 pounds per lineal
foot at a right angle to the top rail.
Table 23-B
Provide stairway and landing details.
Sec. 3305(b) & (c)
a. Maximum rise 8° and minimum run is 9".
b. Minimum head room is 6'-6".
c. Minimum width is 30".
5<f. Handrails shall satisfy the following:
a. Provide handrail for stairways over 30"
high when serving a single dwelling.
Title 24, Sec. T25-22(b)
b. Handrail shall be 30* to 34" above the
nosing of treads. Sec. 3305(j)
c. Handrail projecting from a wall shall
have a space not less than 1 1/2" between
the wall and the handrail.
The hand grip portion of handrail, shall
be not less than 1 1/4" nor more than
2" in cross-sectional dimension.
Sec. 3305(j) (see attached)
gl. Every stairway landing shall have a dimension,
measured in the direction of travel, at
least equal to the stairway width.
Sec. 3305(g)
p2. A door may open over a stairway landing
provided the door, in any position, does
not reduce the clear area of the landing,
in the direction of stairway travel, to
less than one-half the required width of
the stairway. Sec. 3305(g)
,63. A door may open inward at the top step of
a stairway provided the top step is not
more than 7 1/2" lower than the floor level.
Sec. 3303(i)2
Provide details of winding stairway.
a. Minimum tread is 6 inches at any point
, and minimum 9 inches at a point 12 inches
from the side of the stairway.
b. Maximum rise is 9 inches.
c. Minimum width is 30 inches. Sec. 3305(d)
(see attached)
Provide spiral stairway details:
a. Minimum run is 7 1/2 inches at a point
from where the tread is the narrowest.
b. Maximum rise is 9 1/2 inches.
c. Minimum headroom is 6 feet 6 inches.
Sec. 3305(f)
(see attached)
Spiral stairways may not be used for required
exits when the area served is greater than
400 sq. ft. Sec. 3305(f)
Spiral stairways must have a clear walking
space of 26 inches between the column and
handrail. Sec. 3305(f)
Provide I.C.B.O. Reasearch Report and Number
for metal stairway, or submit plans and
calculations and approved fabricator
registered with the Building Department
or note that the stairway fabrication shall
be done under special inspection per the
approved fabrication plans. Sec. 306(a)4B
and Sec. 306(f)
In buildings over 2 stories in height, provide
3/4 hour fire-rated assemblies for all
openings in the exterior wall below or within
10 feet horizontally of an exterior stair-
way. An exit balcony with 2 separated
stairways is exempt. Sec. 3305
Exterior stairways shall not project into
the 3 foot setback from the property lines.
Sec. 3305(n)
X
The walls and soffits of the enclosed usable
space under interior stairs shall be protected
on the enclosed side as required for one-hour
fire-resistive construction. Sec. 3305(m)
Minimum construction specifications shall
be made a part of the approved plans.
(See attached)
E. ROOFING
f. Specify roof pitch.
Roof pitch is not adequate for roof type
specified. Specify minimum pitch of
Specify roof material and application.
Specify I.C.B.O. approval number for roof
materials not covered in UBC.
74. Specify roof slope for drainage or design
to support accumulated water. Sec. 3207(a)
^5. Show roof drains and overflows. Sec. 3207(a)
TJ?. Provide skylight details to show compliance
with Sections 3401 and 5207 or provide ICBO
approval number.
/Provide plastic roof panel details to show
compliance with Section 5206 or provide
ICBO number.
Show attic ventilation. Minimum vent area
is 1/150 of attic area or 1/300 of attice
area if at least 50% of the required vent
is at least 3 feet above ceiling joists.
Sec. 3205(c)
H. MASONRY
Provide fireplace construction details or
note construction to be per attached fireplace
standard drawing. Sec. 3707
Show veneer support and connections comply
with Sec. 3002, 4,5,6, and Sec. 2516(a)
regarding ties and #9 wire in horizontal
joints or note construction to be per attached
sheets 30-1 or 30-2.
8. Show height and construction details of
all masonry walls. Chapter 24
Note that cleanout openings shall be"provided
at the bottom of all cells to be grout filled
over 4' in a single pour. Cleanout shall
be sealed before grouting, after inspection.
Sec. 2415
Show floor and roof connections to masonry
walls. Connection shall resist 200 pounds
per lineal foot or the actual design load,
whichever is greater. Sec. 2310
Provide material specifications for mortar,
grout, masonry and reinforcing steel.
'Sec. 2403
2. Show 1 3/8" solid core self-closing door
for openings between garage and dwelling.
Sec. 503(d)
1X54
M$6
1&6.
AX
Show how masonry house walls retaining earth
are to be waterproofed. Provide detail.
Note that special inspection of the masonry
will be required for
G. GARAGE AND CARPORTS^*
.Garage requires one-hour fire protection
on the garage side of walls and ceilings
common to the dwelling. Table 5-B Sec.503(b)
elements supporting floor above garage
to have one-hour fire-resistive protection
on the garage side. Sec. 503. Beams and
posts, not within the wall or ceiling con-
struction, must comply with UBC, Table 43-A,
or be minimum 6" dimension beam and minimum
8" by 8" post.
Garages are not permitted to open into
a room used for sleeping purposes. Sec. 1104
Openings between carport and residence
require self-closing doors and stationary
windows. Sec. 1214
Show garage framing section, size of header
over garage opening, lateral cross bracing
at plate line and method of bracing garage
front. Chapter 23
NOTE: Minimum plywood diaphragm ratio is
3 1/2 to 1 or 2'8". Table 24-1
Doors between dwellings and attached garages
may swing in either direction provided
the difference in floor elevation between
the dwelling and garage does not exceed
7 1/2 inches and provided the door is not
used as the primary means of egress from
the building.
If the difference in floor elevation exceeds
7 1/2 inches, or if the door is used as
the primary means of egress from the building,
additional steps or landing must be provided
in accordance with stairway requirements,
and the door must not swing over the depressed
level. (see 3303(i)2 and 3305 (g).
Provide 18" raised platforms for any FAU,
water heater, or any other device which
may generate a flame or spark.
Note that continuous fire wall protection
shall be installed behind raised platform(s)
prior to framing platform.
H. FOUNDATION REQUIREMENTS
Note on plans that"A soils engineer shall
evaluate any unanticipated uncompacted fill
or expansive soil or other soil problems
disclosed during construction". Sec.306(a)12.
Submit soils classification determination
by a licensed engineer or architect based
on observation, tests, borings, or excavations,
and containing comments on the degree of
expansiveness, compressibility and bearing
value. Sec. 2905
Note on the plan the soils classification,
whether or not the soil is expansive, and
note the allowable bearing value. Sec. 2905
The foundation plan does not comply with
the soil report recommendation for this
project i
Provide notes on the foundation plan listing
the soils report recommendations for foundations.
slab and building pad preparation.
.hat "Prior
to the Contractor requesting a Building
Department foundation inspection, the
Is engineer shall advise the Building
Official in writing that:
1. the building pad was prepared in accor-
dance with the soils report:
2. the utility trenches have been properly
backfilled and compacted, and:
3. the foundation excavations, forming
and reinforcement comply with the soils
report and approved plan."
Provide spread footings for concentrated
loads designed for 1,000 PSF soil bearing
or per bearing value as determined by
an engineer or architect. Chapter 29
yt.
i^o,. Show height of all foundation walls. Chapter 23
LZ/. Show height of retained earth on all foundation
' walls. Chapter 23
}f"- '
Show distance of foundation to edge of
cut or fill slopes and show steepness and
i heights of cuts/and fills. Chapter 29
A<
that wood shall be 6"
Sec. 2417(c) 7.
above
131.
that surface water will drain
ding and show drainage pattern
' ons. Sec. 2905(f) (00l\?
n per Table 29A
TABLE NO. 29-A—FOUNDATIONS FOR STUD BEARING
WALLS—MINIMUM REQUIREMENTS
NUMBER
OF
STORIES
1
2
3
THICKNESS OF
FOUNDATION WALL
(Inches)
CONCRETE
6
8
10
UNIT
MASONRY
6
8
10
WIDTH
OF
FOOTING
(Inches)
12
15
18
THICKNESS
OF
FOOTING
(Inches)
6
7
8
DEPTH OF
FOUNDATION
BELOW
NATURAL
SURFACE
OF GROUND
AND FINISH
GRADE
(Inches)
12
18
24
NOTES:
Where unusual condition* or frost conditions are found, footings andfoundations shall be as required in Section 2907 (a).
The ground under the floor may be excavated to the elevation of thetop of the footing.
Show foundation sills to be pressure treated,
or equal. Sec. 2517(c) 3.
Show foundation bolt size and spacing.
Sec. 2907(e)
Specify size, ICBO number and manufacturer
of power driven pins. Show edge and end
distance and spacing. Sec. 306(f)
135. Show size, imbedment and location of hold
down anchors on foundation plan. Sec. 2312(f)
13*. Note on plan that hold down anchors must
* be tied in place prior to foundation inspection.XSec. 2312(f)
Show adequate footings under all shear
walls. Sec. 2311(e)
Show stepped footings for slopes steeper
than 1:10. Sec. 2907(c)
Show minimum 18" clearance from grade to
bottom of floor joists and minimum 12"
clearance to bottom of girders. Sec. 2517
Show pier size, spacing and depth into
undisturbed soil. Table 29-A
Show minimum under floor access of 18"x
Sec. 2517
Show minimum under floor ventilation equal
to 1 1/2 sq. ft. for each 25 lineal feet '
of exterior foundation with openings as
close to corners as practicable to provide
cross ventilation on at least two approximate
ly opposite sides. Sec. 2517
I. FRAMING
X-
y.
Note cross bridging or blocking. Floor
joists and rafters more than 12" in depth
and spanning more than 8 feet shall be
supported laterally by bridging at intervals
not exceeding 8 feet. Sec. 2506(g)
Show blocking at ends and at supports
of floor joists, and for rafters at exterior
walls. Sec. 2506(g)
Show solid blocking at ridge line and
at exterior walls on trussed roofs.
Sec. 2506(g)
Show double joists. Floor joists shall
be doubled under bearing partitions running
parallel with the joists. Sec. 2518(d) 5
1 Show rafter ties. Rafter ties shall be
spaced not more than 4 feet on center
where rafters and ceiling joists are not
parallel. Sec. 2518(h)
Show rafter purlin braces to be not less
than 45 degrees to the horizontal.Sec. 2518(n)
Show 1/2" minimum clearance between top
plate of interior partitions and bottom
chord of trusses. (To ensure loading
will be as designed.)
Show double top plate with minimum 48"
lap splice. Sec. 2518(g)4
170. Show nailing will be in compliance with
Table 25-P.
Provide fire stops between stories, between
top story and roof space, at ceilings
and floor levels in interior and exterior
walls, in mansard roof or eyebrow so no
concealed or furred space is greater than
10' horizontally or vertically, between
stair stringers at top and bottom and
between studs along and in line with
stair run adjoining stud walls and partitions,
at perimeter of sliding door pockets,
between chimney and wood frame using metal
or incombustibles for the fire stop and
at other places that could afford passage
of flame. Sec. 2517(f)
Show stud size and spacing. Maximum allow-
able stud heights: 2"x4"@ 16" is 14';
3"x4"42"x6"? 16"o.c. is 20'. Sec. 2518(g)2
Note an A.I.T.C. Certificate of Compliance
for glued laminated wood members shall
be given to the Building Inspector prior
to erection. Sec. 306(f)
Detail all post to beam and post to footing
onnections. Sec. 2517(c) 4
Specify nail size and spacing for all
shear walls, floor and roof diaphragms.
Indicate required blocking. Maintain
maximum diaphragm dimension ratios.
(Tables I,J,K).
Show 3"x4" or 2"x6" studs in first story
of three story building. Sec.2518(f)
truss details and truss calculations.-
TOTCProvide roof "framing planT Sec.
Provide framing sections through_
Show all joists, rafters, beams, and posts
2" to 4" thick to be No. 2 Grade Douglas
Fir-Larch or better. All posts and beams
5" and thicker shall be No. 1 Grade Douglas
Fir-Larch or better. (Table 25-A-l)
Show wall bracing. Every exterior wood
stud wall and main-cross partition shall
be braced at each end and at least every
25 feet of length with 1x4 diagonal
let-in brace or equivalent. Sec. 2518(g15
- Section 302(a) 7
LOT. Specify all header sizes for opening over
' 4' wide. Sec. 2518(g) 7
Lai. Provide calculations for
S
ection 302(a) 7
In areas subject to water splash and in
exterior locations, wood columns and posts
shall be supported by piers projecting
at least 2" above the finished grade and
shall bear on a metal base plate or treated
wood unless the columns or posts are foun-
dation grade redwood or cedar. Sec. 2517(c)4
7 Show location of attic access with minimun
size 22" x 30". Sec. 3205
. Show draft separation for attic areas
in excess of 3,000 sq.ft. Sec. 3205
. Show draft separation, for space between
dropped ceilings and floor above in excess
of "l',000 sq.ft. Sec. 2517
. Specify plywood grade and panel indenti-
fication index. Table 25-J
. When roof pitch is less than 3:12, design
ridge as a beam. Sec. 2518 (h)
188>l Wood shear walls shall not be used to
^^ resist horizontal forces contributed by
masonry in buildings over one story in
height. Sec. 2516(b)
1&9U Gypsum lath and plaster, gypsum sheathing
' board and gypsum wallboard shall not be
used in vertical diaphragms to resist
forces imposed by masonry or concrete
construction. Table 47-1
If cripple wall studs are less than 14",
framing shall be solid blocking. Sec.2518(g)
Cripple wall studs exceeding 4 feet in
height shall be 3 inch by 4 inch or 2
inches by 6 inches when supporting 2 stories!
ec. 2513(g)6
Show plywood sheathing over exposed eaves,
or other weather exposed areas, is exterior
grade. Sec. 2517(g) 3
Show a weep screed at the foundation plate
line on all exterior stud walls to be
stuccoed. Sec. 4706(e)
Provide an approved waterproof building
paper under wood siding. Sec. 1701(a)
Specify an approved flashing for exterior
openings and parapet walls. Sec. 3208
Show corridor width to be minimum 36".
Sec. 3304(b)
Specify truss layout for 30" x 30" attic
access.
Ridges, hips, and valleys shall be at
least one size larger than supported
rafters. Sec. 2518(h) 3
Provide metal straps across ridge beam
and rafters.
Show access to the attic or under floor
furnace to be minimum 30 inches by 30
inches. Sec. 708 & 709 UMC
Note that passageway to the attic furnace
shall be unobstructed and have continuous
solid flooring not less than 24 inches
wide. Sec 708 UMC
Show permanent electrical outlet and
lighting fixture controlled by a switch
for the attic furnace. Sec. 708 UMC
Show details to comply with Section ^09
for furnace under the floor. Section 708
for attic furnace, or Section 710 for
roof or outside furnace.
Note on plan, gas vents and non-combustible
piping passing through three floors or
less shall be effectively draft stopped
t each floor or ceiling. UBC Sec. 1706(a)6
ELECTRICAL (National Electrical Code)
wiring shall comply with the National Electrical
Note on the plan the amperage of electrical
service.
the electrical installation is more
200 amperes, show panel location
provide a single line diagram and
load calculations including:
\9ft.'
X
^&
Wiring method employed.
Sizes of all conductors, switches,
circuit breakers, fuses, and conduits.
Approximate length of service feeders.
Provide plot plan showing services,
all panel locations, circuit arrangement
and load distribution on panel busses.
Provide typical panel schedule!s).
11 ings require minimum 100 amp service.
tion of all electrical receptacles.
ctrical receptacle locations and/or
spacing is not adequate in
2X/A
^ r
X
X:
J. MECHANICAL
All heating, ventilating, and cooling systems
and appliances shall comply with the Uniform
Mechanical Code.
Show the size, location and type of all
heating and cooling appliances or systems.
Show source of combustion air for furnace
will comply with Chaper 6, U.M.C.
2. Every dwelling unit shall be provided with
heating facilities capable of maintain-
ing a room temperature of 70° F. at 3
feet above the floor in all habitable
rooms. Show basis for compliance. UBC
Sec. 1211
Show minimum 30" deep unobstructed working
space in front of furnace.
Note on plans,clearances to be per manufac-
turers listing. Sec. 704 UMC
Furnace shall not be installed under any
stairway. Sec. 704 UMC
Furnace shall not be installed in any
bedroom, bathroom, closet, or in confined
space with access only through such room,
unless specified as direct vent appliance,
enclosed furnace or electric heating appliance.
Sec. 704 UMC
'7. Show ICBO approval for prefab fireplace
and provide approved installation instructions
at job site.
At least one receptacle shall be installed
outdoors, in basements and attached garages,
other than laundry outlets. Art. 210-25(b)
Show minimum dwellinr lighting (NEC
Art. 210-26(i) and iiFI'S in garage, baths
and Outdoors. NEC Art. 210-8(a).
Note "UFER" ground to be provided (NEC).
Art. 250-81
L. PLUMBING (Uniform Plumbing Code)
All plumbing shall comply with the Uniform
Plumbing Code.
236.
2-37.
238.
2'39.
Show water heater size, type and
location on plans.
Show method of providing combustion air
to fuel burning water heater. Sec. 1307
Fuel combustion water heater shall not be
installed in bath or bedroom or in a closet
opening into bath or bedroom. Sec. 1309
Provide adequate barrier to protect water-
heater from vehicle damage. Sec. 1310
240. Show T and P valve on water heater and
show route of discharge line to exterior
v Sec. 1007(e)
242. Provide dryer vent to outside. UMC
Sec. 1903
Note on the plan that hose bibbs and lawn
sprinkler systems shall have approved
backflow prevention devices. Sec. 1003
244. Shower stall shall accomodate a 30"circle
' and have a minimum floor area of 900 sq.in.
UPC 909(d)
NOISE INSULATION (DUPLEXES)
2/6. Show details of duplex common (party) walls
S and floor/ceiling assemblies to achieve
a Sound Transmission Class (STC) rating
in walls of 50 decibles and an Impact
Insulation Class (IIC) rating on floor/
ceiling of 50 decibles. Title 25
Show how penetration of assemblies for
piping, electrical devices, recessed cabinets,
bathtubs, soffits, or heating ventilating,
or exhaust ducts shall be sealed, lined,
or insulated to maintain required sound
transmission rating. Title 25
Provide insulation in walls and ceiling
to achieve STC of 50 between garage and
living area if garage use is not controlled
by resident Title 25.
ENERGY CONSERVATION
All additions to existing residential
buildings must comply with Title 24
energy regulations. Additions exceeding
30% of the existing building requires the
existing and addition to have R-19 ceiling
-insulation if the existing ceiling area
is accessible for insulation installation
(T20-140KO .
fa. Specify the insulation R values for walls,
roof and ceiling. (R-ll for walls: R-19
for ceilings, or provide details and analysis
for alternate design. T20-1403 Table A & 2B.
Specify the gross floor area or heated
portions of the dwelling, and the area
of glazed openings on the plan. (T20-1430)
Provide an analysis justifying increasing
the single glazed area beyond 16% of the
gross floor area. Show method to reduce
heat loss to that which would occur with
basic glazing, (T20-1402,def.)
Provide energy analysis to show that the
bonnet capacity of the gas central furnace
does not exceed the building design heat
loss by more than 30%. (Exceptions:
48,000 BTU Hr, output furnace. See also
California Efficiency Adjustment.) T24-1404
Note on plan that all tranverse ducts,
plenums, and fitting joints of HVAC system
shall be sealed with pressure sensitive
tape or mastic to prevent air loss. T20-1404
Note on plan that insulation of ducts shall
conform to UMC Section 1005. (T20-1404)
Outdoor pools with fossil fuel heaters
require pool covers as well as other energy
saving devices such as time clocks, etc.
T20-1406
MISCELLANEOUS
Show a minimum 2" air space and flashing
between planter and building walls.
Sec. 2517(e)
Specify material to be used under the
shower tile. Sec. 1707U)
Specify lath and plaster to comply with
Chapter 47, UBC.
Wl^.
o 3/4" copper pipes must be installed
rom water heater location to convenient
location of future solar panels (City Ord.)
ovide sleeves (roof jacks) in roof for
ture 3/4" copper pipes to convenient
ation of future solar panels (City Ord.)
ote that solar water piping is to be insulated
in areas that are not heated or cooled.
(City Ord.)
See attachment for roofing requirements.
NOTE;
The plans were reviewed based on the information shown on
the plans. If the plans are in error, or changed during
construction, the permittee shall contact the Building
Department for review and prior approval before proceeding
with the work:
D Building plans are substantially correct
and complete.
Bys.
Note on plan that all doors and windows
to the exterior or to unconditioned areas
shall be fully weather striped per ANSI
Standard. (T20-1403).
Note on plan that back draft dampers are
required on all fan systems exhausting
air from the building. T20-1403
Electrical resistance space heating shall
not be used unless:
a. 60* of heating/cooling is supplied
by a nondepletable source.
b. supplements a heat pump system.
c. less-than 10% of total heating system.
d. life cycle cost analysis justifies.
T20-1404
Note on plan that all heating and cooling
equipment efficiencies shall conform to
Title 20-Chapter 2, Subchapter 4, Article 4.
(75% for forced air furnaces).
Note on plan that no natural gas, central
heating plant may be installed without
an Intermittent Ignition Device. T20-1405
Electric resistance water heating is not
permitted unless verfied as cost effective
by a life cycle cost analysis. T20-1406
-NDate:
/jaluild
Vx^_Xand c
uilding plans would be substantially correct
complete if minor corrections are made
at counter.
// D
D
Date:
Building plans require major corrections and
complete plan recheck, by plan check
engineer, is required.
By:.
Date:
If you have any questions regarding this plan check, please
call at .
We would also be pleased to meet with you, at no charge, if
additional assistance is needed.
I
DEVELOPMENTAL
SERVICES
D Assistant City Manager
(714) 438-5596
D Building Department
(714) 438-5525
D Engineering Department
(714) 438-5541
O Housing & Redevelopment Department
(714)438-5611
D Planning Department
(714)438-5591
1200 ELM AVENUE
CARLSBAD, CALIFORNIA 92008
RESIDENTIAL VALUATION CHART EFF: 7/1/82
SFD LIVING AREA
ATTACHED UNITS-3 OR MORE
GARAGE AREA
COVERED PORCH
COVERED PATIO
BALCONIES/STAIRS
EACH BATHROOM OVER 3
EACH FIREPLACE OVER 2
RETAINING WALLS
POOLS
SPAS
AIR CONDITIONING
47.00 70,
X 40.00
_X 12.00
X 4.50
X 4.50
X 7.50
X 2200.00
X 1760.00
X 9. 00
X 19.00
X 2.40
MOBILE OR MODULAR ON S.F. LOT(Jj OF BLDG . PER FT) X
TOTAL VALUATION
PLAN CHECK FEE( 65% OF BUILDING PERMIT FEE)
$
$
4000.00
"
vs>
CARVER Engineering
174 Village Green Road
Encinitas, CA 92024
(619)753-6198
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33-
SAN DIEGUITO SOILS, INC.
.9.DS 7173 4407 MANCHESTER AVE., SUITE 107
ENCINITAS, CA 92024
May 13, 1983 (619)753-8997
City of Carlsbad
1200 Elm Avenue
Carlsbad, CA 92008
Attention: Mr. Carter, Building Inspection Dept.
REPORT OF FOUNDATION EXCAVATION INSPECTION PARCELS 1, 2, and 3,
PARCEL MAP NO. 11391.
Gentlemen:
At the request of Mr. Thomas D. Elliott we have observed the removal
of uncompacted fill and colluvium at the subject site, and observed
and tested the fills placed on the property earlier this month. Our
final report of May 11, 1983 indicates that the grading was done in
accordance with the recommendations made by Geocon, Incorporated in
their Soil Investigation report dated September 21, 1981, and that
the tests indicate that the fills have been compacted to 90 percent
or more of the maximum laboratory density.
In addition we have inspected the footing'excavations for the 3
residences and it is our opinion that the excavations have been
made in conformance with the plans for the project with respect to
depth and width.
Groundwater was encountered by Geocon at a depth of approximately
9 feet below the previously existing ground surface. We don't
believe that the presence of water at that depth will adversely
affect the performance of the foundations for these residences.
The soil within 3 feet of rough grade has been inspected and tested
and is determined to be non-expansive. Therefore it is our opinion
that no special precautions are necessary to compensate for the
expansive characteristics of the finish grade soils.
SDS 7173 May 13, 1983 Page 2
If you have any questions regarding the above, please do not
hesitate to contact this office. ,
Sincerely,
SAN DIEGUITO SOILS, INC.,
By
Bill K. Bramble,RCE 8102
BKB/js
cc: (2) Thomas D. Elliott
2445 Garfield St.
Carlsbad, CA 92008
SAN DIEGUITO SOILS, INC.
CONSULTING GEOTECHNICAL ENGINEERS
SAN DIEGUITO SOILS, INC.
4407 MANCHESTER AVE., SUITE 107
ENCINITAS, CA 92024
(714) 753-8997
SDS 7173
May 11, 1983
Thomas D. Elliott
2445 Garfield Street
Carlsbad, California 92008
FINAL REPORT OF ENGINEERING OBSERVATION OF GRADING AND TESTING
OF COMPACTED FILL, PARCELS 1, 2, AND 3, PARCEL MAP NO. 11391.
Dear Mr. Elliott:
In accordance with your request, we have provided observatibn
and testing services in conjunction with the grading of the
subject site.
SCOPE OF WORK
Our services included:
/--••• " " i1) Periodic engineering observation of the grading operation.
2) Periodic observation of the excavation and removal of
colluvium and uncompacted fill in the areas noted in
the Soil Investigation report by Geocon, Incorporated,
dated September 21, 1981.
3) Periodic observation of the general preparation of
areas to receive fill.
4) Taking field density tests in the placed and compacted
fill.
5) Performing laboratory tests on representative samples
of the materials used for fill.
SDS 7173 May 11, 1983 Page 2
SUMMARY OF GENERAL EARTHWORK AND TESTING
Site preparation, compaction, and testing were done between
May 3 and May 10, 1983. It is our opinion, based on our
observation and testing, that the work performed during that
period was in general conformance with the recommendations
made by Geocon, Incorporated/Soil Investigation and Geologic
Reconnaissance report dated September 21, 1981.
Fill was placed, compacted and tested on three parcels and
driveway as shown on attached site plan. The grading operation
essentially consisted of the preparation of the area to receive
fill, including excavation of loose fill, colluvium, and surficial
soils, scarifying and compacting surfaces to receive fill, and
making cuts and fills to design grades.
As the site grading progressed, compaction procedures were
observed and field density tests were made to evaluate the <~
relative compaction of the fill in place. Field observations
and field density test results indicate that the fills have
been compacted to 90 percent or more of the maximum laboratory
density.
'j ' • • - -
For reference, the approximate location of field density tests
and the limits of compacted fill have been recorded on the
attached site plan. The results of field density tests, expressed
as a percentage of the maximum laboratory density, are given on
the attached forms.
Laboratory tests to evaluate moisture-density relationships,
maximum dry density and optimum moisture content and swell
characteristics were performed on representative samples of the
materials used for fill. The results of the laboratory tests
are attached.
Compactions tests shown as finish grade (FG) tests correspond to
the elevations shown on the grading plan, prepared by Patrick O'Day,
SDS 7173 ,May 11, 1983 Page 3
Oceanside, California, except that the upper pad on parcel 3
was lowered from 107.6 to approximately 102.6. Elevations and
locations given in this report are based on field surveys
established by others.
SUMMARY OF FINISH GRADE SOIL CONDITIONS
Laboratory tests and inspection indicates that soils within 3 feet
of rough grade are of low expansive potential.
RECOMMENDATIONS
Foundation recommendations for this site were made by Geocon,
Incorporated in their report dated September 2-1, 1981.
Slopes
Newly constructed fill slopes are approximately 2 to 1 (horizontal
to vertical) and approximately 4 feet maximum in height. Newly
constructed fill slopes were backrolled with a sheepsfoot compactor,
and trimmed with a slope blade.
j
We recommend that structures that will not tolerate differentialf' ' '
settlements (such as foundations, swimming pools, concrete decks,
walls, etc.) not be located within 5 feet of the top of the slope.
Footings located closer than 5 feet from the top of a slope .
should be extended in depth until' the outer bottom edge of the
footing is 5 feet horizontally from the outside face of the slope.
Exterior Slabs
Exterior slabs should be not less than 4 inches in thickness.
Walks or slabs 5 feet or less in width need not be reinforced.
Those exceeding 5 feet in width should be reinforced with 6" x 6"
10/10 welded wire mesh positioned at the center of the slab
cross-section. Weakened plane joints consisting of grooves 1/8"
to 1/4" wide and 1 1/4" deep should be provided for all exterior
slabs as recommended in the figure below.
SDS 7173 Page 4
;roiwrr<,(g> fo'
Additional Fill and Utility Trenches
This report discusses the fill placed under our observation and
during the dates specified herein. We recommend that any
additional fill placed after these dates, as well as the back-
fill in utility trenches located within 5 feet of a building and
greater than 12 inches deep, or in any trench 5 feet or more
from a building and in excess of 5 feet in depth be compacted
under the observation of this office and tested to assure compaction
to not less than 90 percent of the maximum laboratory density.
This office should be contacted at least 24 hours prior to the
backfilling operations. -
Drainage
We recommend that positive measures be taken to properly finish
grade these parcels after the structures and other improvements
are in place, so that drainage waters from the parcels and
adjacent properties are directed off i:he parcels and away from
building foundations, floor slabs, and top of slopes. Even with
these provisions, experience has shown that a shallow or surface
ground water condition can and may develop in areas where no
such condition existed prior to development; this is particularly
true in developments where a substantial increase in surface
water infiltration results from landscape irrigation.
SDS 7173 May 11, 1983 Page 5
LIMITATIONS
The inspections of fill foundation preparation, types of materials,
and soil placement and compaction made during the period of our
services on the subject site, were in accordance with local
acceptable standards at this time. The conclusions or opinions
drawn from the tests and site inspections apply to our work with
respect to grading, and represent conditions at the date of our
final inspection.
We will accept no responsibility for any subsequent changes made
to this site by others, or by uncontrolled action of water, or
by failure of others to properly repair damage caused by uncon-
trolled action of water.
If you have any questions regarding this letter, please do not
hesitate to contact, us.
Sincerely,
SAN DIEGUITO SOILS, INC.,
BY
BILL K. BRAMBLE, RCE 8102
BKB/LC/tlk
SAN DIEGUITO SOILS, INC.
CONSULTING GEOTECHNICAL ENGINEERS
CHESTNUT A.VE1NUE.Oo
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. APPENDIX A
LABORATORY TESTS
The materials observed during construction were evaluated with
respect to expansive potential, dry density, moisture content,
and compaction characteristics.
1) Maximum:dry density tests were performed on represen-
tative samples returned to the laboratory. The purpose of these
tests was to provide a basis of comparison for compacted fill
conditions to County Grading Ordinance Standards. The results
of the tests performed in accordance with A.S.T.M. Test Method
D-1557-78, are as follows:
Sample Number
1
2
Maximum Dry Density (pcf)
119.7
131.7
Optimum Moisture (%•)
12.4
9.3
2) Expansion Potential
The Expansion Potential of representative recompacted
samples of soil was determined by allowing the samples to swell
against a surcharge of 150 psf when brought into contact with
water. The results of the tests are as follows:
Sample
Location
Typical .
finish
grade
material
Sample Initial
Conditions
Compacted to
90% of MDD
Saturated
Moisture (%)
20.0
% Swell
0.0%
County or ban Diego - communuy services Agency
Department of Land Use and Environmenal Regulation
I SO Chesapeake Drive 837 Williamston Street 200 -LEut Main
ia Diego CA 9212J • Vista, CA 92083 El Cajon. CA 92020
65-5920 (Zenith 7-OK88) 726-7920 (Zenith 7-2001) 579-4511 (Zenith 7-1398)
froject .Location C V-ie.qVr-tt \ A.ve. _ *ww of Fenlttoo
r\\ oP C^v-UWaA _ Grading Pwnait Mo.
Tfeie report form for • "ninoV griding project !• to be completed and signed by the Registered Civil Engineer (or
Architect) who has been designated on the Grading Plan end Pemit as the engineer who will furnish the cocpectlon
report for work authorized by « grading pemlt laaued by the Dept. of Land U*e and EnvlroMseatal Kagulatloe.
The latent of the foraat la to provide information to the Depart»enx of L.U.E.R. aa to grading coapUsACe
with the approved Grading Flan and Permit. Whore the questions below refer to location, configuration <?r quantity
of cut and/or fill areas, It la underatood that your response will not nomaUy be baaed on an actual land aurvey
or detailed earthwork quantity calculation*. It ahould be noted, however, that the Department la particularly
concerned where there are poaelble interaction* with reapw:t to overvteepened slopes, enoroachiMnta ot required
•attacks, unco»pact«id fill* placed, or where the quantity ot' fill placed dlffera aubstaatiaUy from that authorised.
Tbe Department of L.U.E.R. require* that all fill* authorized by a Grading Permit be coapacted to a
KlnijauBi of 90.X of Molmua denalty with the exception that nut aore than 12" of unaompaeted and uoteated fllla May
be diaporaeit over the land parcel. The neoil to coapact all I'tLla that are l>eyond the prea«»t Ualte of the preiieitt
propoaed conatructlun 'lu to Inaure that future propoe-J conutru»:tlon of roua adtlltlone or awimlng poo la or almllar
atructurea will not require that uncompactiid fills be reoovtxl or recoopoctuJ, or that extenalva fouodatloa work be
Installed.
Compaction raporra will not be accepted unl«au this form la completed and signed by the reglatcred pejntoa.
A. COMPATIBILITY WITH CRADIHG PUN AND PEKKIT
1. Uaa the contacted fill placed only In the approximate looationa designated on the grading ve« X Ho _
pltn aa areas to bo filled? "~**
2. Odd the quantity of fill material placed dpproxiioacely conform to the grading plan? , Yea X No ___
'J. Douc cue V6<; or I'ill or Um tup ol cuv app«or to cm:ru«cli wittu'ii tho px'tiscribeJ setback
(l.S1 tor fiU; 3.0' for cuts)? Yea _ Ho X
4. Wr« the flniiihtd fill alupet steeper than 1 horizontal to 1 vertical? Yea No "x
5. If the fill material wau obtained by cuts on the site, were the cuts made in the proper
location and to the proper slope approximately aa shown on the approved grading plan? Yea X No
6. Were brow ditches jonatructed approximately ae uhuwn on the grtdin^ plan? Yea X No
B. I^DCATIQK AKD AxOUW Or OOH FACTION TESTS'
1. Have you attached ,t ^Icetcli an I data ihuwim; the. Lu.ratl ai anil re.lative nlovacloii for all
compioti.Ki touca? Yea _X. No _
2. W*« a corep»i!CIon test made so that theru ia at least orte test in each 2' thic): lena of
ceaptctad ia*t-»ri<iJ.? . > y^, \/ ^
3. .la indicated by inkpectlons, obien'artons and compaction tost reoalts, was the fill,
••eluding the top 1.0', cix»p**:ted to at l«*»t 90X oi; waxluun dry density? YM ~)S Uo
0 . illlALITY OF Fi:x COM PACT I OH OPERATION ',
1. Was the area to receive fill proporly prrtparert in eonna of l.runh ren«val, benchin*, w«rtlng,
of noiKMpactod fill or dtibrla and related itunu? . y^^ ^ ^0
-. Does the fl 5.1 contain •lutrincntally expansive sail within 3' ot finish grade? Yea • £5 V
3. H*v« vau.atia<:h«ii * copy of your curve showing tho relatloimhlp between optioiufe moisture
content and •*»<i»nn density? yM yo *)/
•4. W«r« any boulders or other oversize (over 12") particles pUcud in the fill? Yea X No
5. If your answer to (4) sbove is yes, Is sny portion of this fill not suitable for support
of structures? Vea ___ Wo X
6. W%»re thi.T* Any j-rcja on i lit aite that appcai'bd to liav«* dxiatiii^ fi Lla tliat weru nor rt- '
cuu|j-Act«iJ du.rn.^ tliu up*j|*.iciott tlteit Ik Uabid i»'f iliiti rui>oft? Y»ei Uo S^
IUv. I147S
LUtR »73
ft. STATISTICAL DATA . .
1. Dataa the grading work waa perforated: M^A/ 3 — M^y \O / 1965 >,:.
2. ItetM your npnMntktlvB was on aita and ntntMtf of hour* on ait* for aack data, and MUM of r«pt*»«ntativ«:
Lr. 4..fS • S-T-ftV L.G
ft.o _ .s-9-fi3 LP
3. Did a R«giat«x«d £ji^in*«r vlait th« ait* during or 8ube«qu«it to the collation of tli«
grading .oporation? • .- • V** __ ^
4. M4 you pcrtozm any taiting ••rvicaa on this project prior to a»cert*inin^ that a valid
D*ndt Uad b««o i««uad for the work? ' ' • :5fM _ Mo ^><
E. AS-flUIU DATA
1. If th« fill plaeavwnt k«a riot in accordance with th« approved grading plan, did you notify
tb« p*r»itt»« to obtain approval for deviation fixnt tha plan b«for* proc««din|{ with
additional fill pUc««*nt? . YM _ Mo
2. If th« approved grading plan do«a not r«fl»ct the actual location, deptti and type of fill,
have you aulwittad for review and approval an aa-built plan? Y«« . Mo NA
CBrriPICATIOH (
I hereby certify, under penalty of perjury, that the 'Information provided in thin certification
is mid to the beat of ny kuowleilge and ballet ._
Signature &^< ^ ' ^ ' f^^'' " ^ Date 5
(To be signed and dated by a Registered Engineer or Architect }
'. . Regltrtrrtlon or Certifioatjt.iu Huuber
Adfltese 44Q7 Mainel-ier- Ave. S^g. O7
Telephone Nunber
RD4AU3: _ _ ' __
<=<
SOIL INVESTIGATION
AND GEOLOGIC RECONNAISSANCE
for
P.3.P. PROPERTY
Carlsbad, California
For
P.J.P. ENTERPRISES
Oceanside, California
By
GEOCON, INCORPORATED
San Diego, California
September, 1981
GEOCON
INCORPORATED ENGINEERS AND GEOLOGISTS • CONSULTANTS IN THE APPLIED EARTH SCIENCES
File No. D-2579-T01
September 21, 1981
P.3.P. Enterprises
315 North Clementine Street
Oceanside, California 9205<f
Attention: Mr. Pat O'Day
Subject:
Gentlemen:
P.J.P. Property
Chestnut Avenue
Carlsbad, California
SOIL INVESTIGATION AND GEOLOGIC RECONNAISSANCE
In accordance with your request, we have performed a soil investigation
and geologic reconnaissance for the subject project. We submit herewith
the report of our investigation. The accompanying report presents the
findings of our investigation and includes our conclusions and recommen-
dations based on those findings.
If you have any questions regarding the report or if we may be of further
service, please do not hesitate to contact the undersigned.
. Very truly yours,
GEOCON, INCORPORATED
Michael: W. Hart
CEG 706
Thomas V. Langrfap Michael S. Chapin
Staff Geologist
MSC:TVL:lm
copies:addressee
9530 DOWDY DRIVE • SAN DIEGO, CALIFORNIA 92126 • PHONE (714) 695-2880
File No. D-2579-TO1
September 21, 1981
SOIL INVESTIGATION AND GEOLOGIC RECONNAISSANCE
Purpose and Scope
The purpose of this soil investigation and geologic reconnaissance was to
observe and sample the prevailing soil conditions at the site, to evaluate
possible geologic hazards to the site and to provide recommendations for
foundation design and other geotechnical aspects of site development.
The investigation was performed on July 15, 1981 and consisted of a site
reconnaissance :by our staff geologist and the drilling of three small-
diameter exploratory borings. In addition, available geologic literature was
reviewed to evaluate the presence of previously mapped geologic hazards
such a faults or ancient landslides which may exist in the vicinity of the
site. Laboratory tests were performed on soil samples from the site to
determine various physical properties of the soil types encountered. The
conclusions and recommenations presented herein are based on engineering
analysis of the results of our field investigation and laboratory tests.
Site and Project Description
• The 1.1 acre, L-shaped site is located on the south side of Chestnut
Avenue, east of Highland Drive in Carlsbad, California. The southern end
-1-
GEOCON
INCORPORATED
File No. D-2579-TO1
September 21, 1981
of the site slopes gently down to the east, while the northern portion of the
site has been filled to a relatively flat-lying configuration. An elevation
differential of approximately 18 feet exists between the highest point of
the site, which is located near the southwest property corner, and the
lowest portion of the site, along the east property line.
Vegetation consists of moderate to light growths of native weeds and
grasses and scattered trees.
Based on the "Grading Plan, Parcels 1, 2 and 3 of P.M. 11391" prepared by
O'Day Consultants and dated June 15, 1981, the site will be graded to level
building pads with proposed 2:1 and 3:1 cut and fill slopes less than 10 feet
high. It is our understanding that each of the three parcels will receive a
wood-frame single-family residence and that foundation loads will be rela-
tively light.
Field Investigation
The field portion of the investigation was performed on 3uly 15, 1981 and
consisted of a site reconnaissance by our staff geologist and the drilling of
three six-inch-diameter borings, 10 to 11 feet in depth.
-2-
GEOCON
INCORPORATED
File
September. 21,1981.^ W': '-.^ •••.•'•"" '•'-,;' .': ' ' -•'
' • ~ *"*'-'•"'.'' -• --. • • " •"
The borings7 were drilled by means of a truck-mounted rotary drill rig
equipped with six-inch-diameter cohtinous flight auger. As drilling pro-
ceeded, relatively undisturbed soil samples were obtained at various depths
by driving a three-inch O.D. split-tube sampler into the undisturbed soil
mass with blows from a 140-pound hammer falling 30 inches. The sampler
was internally equipped with one-inch-high by two and three-eighths-inch-
diameter brass sampler rings to facilitate sample removal and testing. Dis-
turbed bulk samples were also obtained.
The approximate locations of the borings are shown on the attached Site
Plan, Figure 1. Logs of the test borings are presented on Figures 2 and 3 of
Appendix A. The logs depict the depth and description of the various soil
types encountered and include the depths at which samples were obtained.
Laboratory Tests
Laboratory tests were performed in accordance with generally accepted
test methods of the American Society for Testing and Material (ASTM) and
other suggested procedures. Selected relatively undisturbed drive samples
were tested for their in-place dry density, moisture content, shear strength
and expansive potential.
-3- . ; . •••/- -...• -•.••'••-.:
GEOCOST
INCORPORATED
File No.: P
September 21, 1981
CH E ST N UT AV E N U E
APPROX.
SETBACK LINE
FUTURE PROPERTY
LINE FOR STREET
LEGEND
Oof. UNCOMPACTED FILL
QC -COLLUVIUM
Of. MARINE TERRACE DEPOSITS
A APPROXIMATE LOCATION OF TEST BORING
NO STRUCTURES IN CROSS-HATCHED
AREA UNLESS COLLUVIUM ( Oc)
REMOVED AND RECOMPACTED TO DEPTH
OF FIVE FEET BELOW EXISTING
GROUND ELEVATION
SITE PLAN. AND LOCATION OF TEST BORINGS
P.J.P. PROPERTY
Carlsbad, California
FIGURE GEOCON, INCORPORATED PAGE
GEOCON
INCORPORATED
- v C ^ File No. D-2579-TO1 '
- "' September 21, 1981
The maximum dry density and optimum moisture content of a disturbed
bulk sample were determined in accordance with ASTM Dl557-70, Method
A. The results of our laboratory tests are summarized in tabular form in
Appendix A. Moisture-density results are also presented on the Logs of
Test Borings.
Soil and Geologic Conditions
Four general soil types were encountered in our borings: uncompacted fill,
topsoils, colluvium and Quaternary Marine Terrace Deposits. Each of the
soil types encountered is discussed below.
Uncompacted Fill. A significant amount of uncompacted, end-
dumped fill is present over the northern portion of the site (see Figure 1).
The depth of fill encountered in Boring 3 was approximately four feet,
however, the fill depth probably increases toward the eastern portion of the
fill which was inaccessible to our drill rig. We estimate fill depths to be on
the order of six to eight feet in that area. The fill material is charac-
terized by loose, silty and clayey sands with scattered asphalt and concrete
chunks. It will be necessary to remove and recompact the existing fill soils
during grading operations.
-5-
GEOCON
INCORPORATED
File No. D-2579-TO1 : , : ^
September 21, 1981. ' !:• : v ;; ';
Topsoil. The majority of the site is overlain by a one- to two-foot-
thick layer of topsoil which consists of medium loose to loose silty sands.
Recompaction of the topsoils will be necessary in areas to be graded.
Colluvium. Loose colluvial material consisting of very moist, silty
sand was encountered in Boring 2 to a depth of approximately seven feet.
The approximate areal extent of the colluvium is delineated on Figure 1.
Some removal and recompaction of the colluvial material will be necessary
if fill is to be placed in the affected area.
Marine Terrace Deposits. The Terrace Deposits encountered in our
borings are characterized by dense, silty and clayey sand. A layer of sandy
clay was encountered at a depth of approximately nine and one-half feet in
Boring 2, however, we do not expect the clay to present a significant
hazard to site development since it is well below the elevation of anti-
cipated grading operations.
Geologic Hazards
No active faults or ancient landslides are known to exist at or in the imme-
diate vicinity of the site and none were encountered in the course of our
investigation. The nearest known active faults are the Elsinore Fault and
-6-
GEOGON
INCORPORATED
File No. D-2579-T01
September 21, 1981
the San Jacinto Fault which lie approximately 23 and 46 miles, respec-
tively, to the northeast. In addition, the mapped offshore trace of the
potentially active Rose Canyon Fault Zone (Map No. 1, California Division
of Mines and Geology) lies approximately five miles southwest of the site.
It is our opinion that the site could be subjected to moderate to severe
ground shaking in the event of a major earthquake along any of the above
mentioned faults, however, the seismic risk at the site is not significantly
greater than that of the immediately surrounding developments.
Groundwater
Groundwater was encountered in Boring 2 near the southeast corner of the
property and at a depth of approximately nine and one-half feet below the
existing ground surface. We do'not anticipate the groundwater to present a
significant hazard to the site due to its depth below expected development
elevations. Although no groundwater was encountered at higher elevations
of the site, it is possible that some seepage may occur in cut slopes along
the western side of the property. If seepage is encountered during grading,
we should be notified so that corrective measures can be determined and
implemented at that time.
GEOCON
I N C O R P O B A TED
File No. D-2579-TO1
September 21, 1981
CONCLUSIONS AND RECOMMENDATIONS :
General
-1. It is our opinion that the site is suitable for the proposed residential
development provided the recommendations of this report are carefully
followed.
2. It will be necessary to remove and recompact all existing fill at the site
during grading operations. In addition, removal and recompacted of some
of the loose coiluvial soils near the southeast portion of the site will like-
wise be necessary.
Grading
3. All grading should be performed in accordance with the Grading
Ordinance of the City of Carlsbad and the "Recommended Grading Specifi-
cations" presented in Appendix B. Where the recommendations of this
section of the report conflict with those of Appendix B, this section of the
report takes precedence.
4. Site preparation should begin with the removal and exportation of all
debris and vegetation designated for removal.
-8-
GEOCON
I N C Q R P O R A.T E D
File No. D-2579-TOI
September 21, 1981
5.. All existing fill should be removed until firm natural soils are exposed.
A representative of this office should observe the overexcavated area to
verify that the required depth has been attained. In addition, the area of
loose colluvium delineated on Figure 1 should be overexcavated to a depth
of at least two feet below the existing ground surface in areas where no
structures are planned. Wherever structures will be constructed, the
colluvium should be removed to a depth of at least five feet below the
existing ground surface for a distance of 10 feet beyond the perimeter of
the proposed structure. It is our understanding that a cul-de-sac will be
constructed as part of a new public street at the southeast corner of the
site. The proposed cul-de-sac extends onto the subject property (see Figure
1) and - is underlain by colluvium. The colluvial soils underlying the
proposed cul-de-sac should be removed to a depth of two feet prior to the
placement of new fill. After the loose materials have been removed, the
bottom .of the excavations should be scarified to a depth of 12 inches,
moisture conditioned to near optimum moisture content and recompacted
to at least 90 percent of maximum dry density.
6. Loose topsoils.! present in areas to be filled should be removed and
recompacted to at least 90 percent relative compaction.
-9-r
GEOCON
IN C O R P O RAT E O
File No. D-2579-TO1
September 21, 1981
7. Foundations founded partially on cut and partially in fill soils are not
recommended due to the tendency of cut and fill soils to compress or
consolidate differently. Where such a condition occurs, it is recommended
that the cut portion of the building area be undercut a depth of at least one
foot below the bottom of proposed footings and replaced with properly
compacted, nondetrimentally expansive fill soils.
8. All fill and backfill should be compacted to at least 90 percent of maxi-
mum dry density as determined by ASTM Test Procedure D1557-70, Method
A or C.
Foundations
9. For one- or two-story residential structures, conventional spread foot-
ings are recommended. Such footings should be at least 12 inches wide and
should extend at least 12 inches below lowest adjacent pad grade into dense
formational soils or properly compacted fill. Excavations for the founda-
tions should be observed by a representative of this office prior to the
placement of concrete forms and reinforcing steel.
-10-
GEOCON
INCORPORATED
File No. D-2579-T01
"• September 21, 1981
10.. We recommend minimum footing reinforcement to consist of two
continuous No. ^ steel reinforcing bars placed horizontally in the footings,
one near the top and one near the bottom. This recommendation is based
on soil support characteristics and is not intended to be in lieu of steel
necessary for structural considerations.
11. The allowable bearing capacity for foundations constructed as recom-
mended above is 2,000 psf. This value is for dead plus live loads and may
be increased by one-third when considering transient loads due to wind or
seismic forces.
12. The above foundation recommendations assume that potentially expan-
sive soils will not be present within 2.5 feet of finished pad grade.
Concrete Slabs-on-Grade
13. Concrete slabs-on-grade should be underlain by dense, natural soils or
properly compacted fill. Slabs should have a minimum nominal thickness of
four inches and should be underlain by two inches of clean sand. Where
.t moisture sensitive floor coverings are anticipated, a visqueen moisture
barrier should be provided.
-11-
GEOCON
I N C O R P O R_A T B D
File No. D-2579-TO1
September 21, 1981
1*. Slab reinforcement should consist of 6x6-10/10 welded wire mesh
throughout. Care should be taken during the placement of concrete slabs
to ensure that the mesh is not forced to the bottom of the slab.
Slope Stability
15. Cut and fill slopes constructed of onsite materials should be stable
with respect to deep-seated failure to heights of at least 15 feet if con-
structed at slope ratios of two horizontal to one vertical, or flatter. Our
analysis is based on a factor of safety of 1.5 under static conditions.
Drainage
16. Adequate site drainage provisions are imperative. Under no circum-
stances should water be allowed to pond adjacent to footings. The site
should be fine-graded such that irrigation excess and storm runoff drain
away from structures and into swales or other controlled drainages.
17. If groundwater seeps are exposed during grading, the project soil engi-
neer or engineering geologist should be notified so that appropriate mea-
sures may be provided.
GEOOON
INCORPORATED
FiieNb. D-2579-TO1
September 21, 1981
, LIMITATIONS, AND UNIFORMITY OF CONDITIONS .-;..--
1. The recommendations of this report pertain only to the site investigated
and are based upon the assumption that the soil conditions do not deviate
from those disclosed in the borings. If any variations or undesirable condi-
tions are encountered during construction, or if the proposed construction
will differ from that planned at the present time, Geocon, Incorporated
should be notified so that supplemental recommendations can be given.
2. This report is issued with the understanding that it is the responsibility
of the owner, or of his representative, to ensure that the information and
recommendations contained herein are brought to the attention of the
architect and engineer for the project and incorporated into the plans, and
that the necessary steps are taken to see that the contractor and subcon-
tractors carry out such recommendations in the field.
3. The findings of this report are valid as of the present date. However,
changes in the conditions of a property cari occur with the passage of time,
whether they be due to natural processes or the works of man on this or
adjacent properties. In addition, changes in applicable or appropriate
standards may occur, whether they result from legislation of the broad-
-''r'- ••'".•'!'••*:'* -''•' ;'V"/:Vv*v--,. GEOCON
.I.N.C ORPORATED
File No. D-2579-TO1
September 21, 1981
ening of knowledge. Accordingly, the findings of this report may be invali-
dated wholly or partially by changes outside our control. Therefore, this
report is subject to review and should not be relied upon after a period of
three years.
GBOCX)N
INCORPORATED
File No. D-2579-T01
September 21, 1981
TABLE I
Summarv of In-Place Moisture-Densitv and'Direct Shear: Test Results
Sample
No.
1-1
1-2
2-1
2-2
2-3
3-1
Sample
No.
3-2
Sample
No. .
3-1
Depth
ft.
2
5
3
7
10
5
Summary
Depth
ft.
6-10
Summary
Description
Red-brown,
. '''•• Dry •-.: Moisture : .;'-• _,:; Unit ' .'.-,
Density ./"Content ; .Cohesion
j?cf 7o psf
117.1 : 4.9
116.9 8.7
103.0 7.5
117.8 10.3
109.3 17.5
121.2 6.9
TABLE II
• •
660 .
- —
-•-
—
—
. . Angle: of
Shear
Resistance
Degrees
35
— —_ _
.. *
* *
of Laboratory Compaction Test Results
A.S.T.M. D1557-70
Description
Red-brown, Clayey SAND
TABLE III
of Laboratory Expansion Tes
Moisture Content
Before After
Test Test
Depth
ft . % %
Max . Dry
Density
pcf
130.0
t Results
Dry ,
Density^
pcf
5 6.9 11.9 121. 2 ;
Optimum
Moisture
% dry wt.
9.6
Expansion (+)
or
Settlement(^)
Surcharge
% psf
+1.1 150
Clayey SAND
GEOCON
:•'; ^File No/ b-2579-TOl ...': •" ' •
:' September" 21, 1981' : •
DEPTH
in
fEET
o
•
2.
• . •"
• 4-1
. 6.
- 8-
- . -
.in.IU
• ' •
. 0.
• 2-
• 4-
.
• 6'
- 8-
•10-
•12-
• :. •
:.'••'""'<
SAUPLf
HUMBER
1-1
1-2
<
1-3
2-1
2-2
9-^*.— j
LOG O
LOCATION
or
SAMPLE
• •I;IM-
vi;.i:i-
.'.1 -1: 1".
• V: ;'
pj;l.';
..|-l:| ;
m$^'•i-:M
•I'l'l-'.'•'! :.''J'.-
:;i:i:r.
I':''-.!:.Ill:
•:-J:!-r-
• .1. !•!..
|::i';:
'.!.-•'...
•r§B. ,x% •
p**»a,o»
fimita**
Blows/ft
50/
8"
50/
9"
^--*"
12
^L"9~
To/"
10"
DESCRIPTION ...' •''.'"
BORING NO. 1
TOPSOIL
A Medium loose, dry, brown, Silty
\ SAND ^
"V — becomes orange -brown
\ .
MARINE .TERRACE DEPOSITS
^ Medium dense, humid, orange-
\ brown, Silty medium SAND
^ — becomes moist, slightly Clayey
1 — becomes very dense
'/ — not recoveredj
BORING TERMINATED AT 10.0 FEET
BORING NO. 2
TOPSOIL/COLLUVIUM
~\ Medium loose, humid, dark brown,
\ Silty medium SAND
> — becomes moist
/MARINE TERRACE DEPOSITS
/ Medium dense, very moist, dark
^ orange-brown, Silty, medium to
\ coarse SANDv- becomes wet
-r--?-- Water Table
_ Very stiff, saturated, orange-
y brown, Sandy CLAY
BORING TERMINATED AT 11.0 FEET
/*-,
Off
DENSITY
AC.'
117.1
116.9
NO RE
103.0
117.8
i no oiuy . j
LACE
UOISTUHC
CONTENT
% Or, wt
4.9
8.7
:OVF,RY
7.5
10.3
n e. 5
Figure, 2, Log of ,Test /Borings 1 and 2
,• :••'" " •'>•'. • ;.. •• -, •':•'••.•.•'..'•'.'• ...'.'"' .•""•'• .[ •".".." •'•, ...'•• • .'''--'1 "'~'x-if •• • '•" ••"'• '• •'..•>" •"• '••'''' ''"' '• '''•' '"'"~ '' ""• r''".•.•.' '" -.
GBOCCT4
INCORPORATED
File No. D-2579-T01
September 21, 1981
DEPTH
IN
FEET
o
•
. 2.
• . -«
4
. 6-
.
• 8-
» •
•
• ' -
SAUPLC
Nuuae/t
3-1
3-2
~-~...
LOS a
LOCATION
OF
SAMPLE
:\ M:
'ill
.III
-•1 1 1
.1 l.-l
• -I 1 •!
t-.v
III "• "
1 '-'
111 • "'•
If '•/'
ftmrot.an
RtSistanot
Btewt/H
7"
-.
OeSC/HPTIOM-1
^ r
~
BORING NO. 3 '-- ;
FILL ;-
Loose, humid, orange-brown",
Silty SAND with debris
TOPSOIL\x A • 1 • 4- J i i-
\
rieuj-uni jioose, moisc, udJ-K utowti,
Silty SAND
MARINE TERRACE DEPOSITS
Dense, moist, red-brown, Clayey
SAND
BORING TERMINATED AT 10 . 0 FEET
• Wr^
oar
DENSITY
«.ef
121.2
BULK
LACC.\
MOISTU»E
CONTENT% *',«
6.9
SAMPLE
Figure 3,. Log of Test Boring, 3
A-3
GEOCX3N
_. INCORPORATED
til 'V'-
v ' File No. D-2579-TO1
4 September 21, 1981
RECOMMENDED GRADING SPECIFICATIONS
f or'^ :•:';.?::<:;,...!*" •••-;:.;'v':'. ^:;^|;;" '', •.; '.•"''., " .'. "
P.J.P. PROPERTY : "?;
Carlsbad, California -
1. ... General Description
1.1 These specifications have been prepared for grading and site
development of the P.3.P. Property located on Chestnut Avenue
in Carlsbad, California. Geocon, Incorporated, hereinafter
described as the soil engineer, should be consulted prior to any
site work connected with site development to ensure compliance
with these specifications. These specifications shall only be used
in conjunction with the soil report of which they are a part.
1.2 This item consists of clearing and grubbing, preparation of land to
be filled, filling of the land, spreading, compaction and control of
the fill, and any subsidiary work necessary to complete the
grading of the filled areas to conform with the lines, grades and
slopes as shown on the accepted plans.
1.3 The soil engineer will test and observe all grading operations. In
the event that any unusual conditions not covered by the special
provisions are encountered during the grading operations, the soil
engineer should be contacted for further information.
2. Tests
The standard test used to define maximum density of the fill soil
will be the ASTM Test Procedure D1557-78,Method A or C. All
densities will be expressed as a relative compaction in terms of
the maximum density obtained in the laboratory by the foregoing
standard procedure..
3. Clearing, Grubbing, and Preparing Areas to be Filled
3.1 Any trees not utilized in landscaping, structures, weeds, and other
rubbish shall be removed, piled, or otherwise disposed of so as to
leave the areas that have been disturbed with a neat and finished
appearance, free from unsightly debris.
INCORPORATED
File No. D-2579-TO1
September 21, 1981
3.2 Septic tanks, if encountered, and debris must be removed from
the site prior to any building, grading or fill operations. Septic
tanks, including all connecting drain fields and other lines, should
be totally removed and the resulting depressions properly
backfilled and compacted.
3.3 Water wells on the site should be capped according to the require-
ments of the San Diego County Health Department. The strength
of the cap should be at least equal to the adjacent soil. The final
elevation of the top of the well casing should be at least three
feet below adjacent grade prior to grading of fill operations.
3.4 Buried tanks, if encountered, should be removed and the resulting
depressions properly backfilled and compacted.
3.5 Vegetable matter and soil designated as unsuitable by the soil
engineer should be removed under the direction of the soil
engineer. The then exposed surface shall then be plowed or
scarified to a depth of at least eight inches and until the surface
is free from ruts, hummocks, or other uneven features which
would tend to prevent uniform compaction by the equipment to be
used.
3.6 The original ground upon which the fill is to be placed should be
plowed or scarified deeply, and where the slope ratio of the
original ground is steeper than 6.0 horizontal to 1.0 vertical, the
bank should be stepped or benched. At the toes of the major fills
and on the sideslope fills, the base key should be, as described
elsewhere in this report, at least 10 feet in width, cut at least
three feet into the undisturbed or native soil, and sloped back into
the hillside at a gradient of not less than two percent. Subsequent
keys should be cut into the hillside as the fill is brought up the
slope. The construction of subsequent keying operations should be
determined by the soil engineer during grading operations. In
general, the depth of the initial bench key, as well as subsequent
keys, should be such that topsoils are removed and keying occurs
within the underlying formational soils. Ground slopes which are
flatter than 6 to 1 should be benched when considered necessary
by the soil engineer.
3.7 After the foundation for the fill has been cleared, plowed, or
scarified, it should be disced or bladed until it is uniform and free
from large clods; brought to the proper moisture content by
adding water or aerating; and compacted to a relative compaction
of not less than 90 percent.
r 1I* ' f f * * • • K- v*.,i ^ ^
B-2 GEOCON
INCORPORATED
File No. D-2579-TO1
September 21, 1981
*• Materials
4.1 Native soil, free of organic material and undesirable deleterious
material, may be used as fill. Native soil which is expansive
should not be placed on the top two feet of building pads without
the approval of the soil engineer.
4.2 The materials for fill should be approved by the soil engineer
before commencement of grading operations. Any imported
material must be approved for use before being brought to the
site. The materials used should be free from vegetable matter
and other deleterious material, and be nonexpansive. Expansive
soil is defined as soil which expands more than three percent
when saturated at 90 percent relative compaction and optimum,
moisture content under a surcharge of 150 psf.
5. Placing, Spreading, and Compacting Fill Material
5.1 Fill material should be placed in layers which, when compacted,
would permit adequate bonding and compaction. Each layer shall
be spread evenly and shall be thoroughly blade mixed during the
spreading to provide uniformity of materials in each layer.
5.2 When the moisture content of the fill material is below that
specified by the soil engineer, water should be added until the
moisture content is as specified. When the moisture content of
the fill material is above that specified by the soil engineer, the
fill material shall be aerated by blading or other satisfactory
methods until the moisture content is as specified.
5.3 After each layer has been placed, mixed, and spread evenly, it
should be thoroughly compacted to a relative compaction of not
less than 90 percent.
5.4 When fill material includes rock, no rocks should be allowed to
"nest", and all voids should be filled and properly compacted. No
rocks larger than six inches in diameter should be permitted in
the fill except as specified under Section 6.1 "Disposal of Over-
sized Rock".
5.5 Compaction should be by sheepsfoot rollers, multiple-wheel
pneumatic-tired rollers, or other types of acceptable compacting
rollers. Rollers should be of such design that they will be able to
compact the fill to the specified moisture content range. Rolling
of each layer should be continuous over its entire area and until
the required density has been achieved.
B-3 - ~ -
GEOCON
INCORPORATED
!<>
} I 3-*
' -'I''
;
(•* "*/
I
* t >
File No. D-2579-TO1
September 21, 1981
5.6; "Field density tests shall be made by the soil engineer. Where
' { sheepsfoot rollers are used, the soil may be disturbed to a depth
^ •! of several inches. Density tests should be taken in compacted
: ': • material below the disturbed surface. When these tests indicate
that the density of any layer of fill, or portion thereof, is below
the required 90 percent relative compaction, the particular
layer, or portion thereof, should be reworked until the required
relative compaction has been obtained.
5.7 The fill operation shall be continued in compacted layers, as
specified above, until the fill has been brought to the finished
slopes and grades as shown on the accepted plans.
5.8 Fill slopes should be compacted by 'means of sheepsfoot rollers,
"track walking", or other suitable equipment. Compaction
operations should be continued until the slopes are properly com-
pacted (i.e., field density tests indicate a relative compaction of
at least 90 percent at a horizontal distance of two feet from the
slope face).
5.9 Earthmoving and working operations should be controlled to
prevent water from running into excavated areas. Any water
should be promptly removed and the site kept dry.
6. Disposal of Oversized Rock
6.1 Oversized rock should be either exported from the site, used for
landscaping purposes, or placed in designated fill areas described
in this report or as approved by the soil engineer and/or appro-
priate governing agency.
6.2 Oversized rock should not exceed four feet in greatest dimen-
sion, should be placed in lifts not exceeding four feet in
thickness, and should be placed in a manner that will not produce
"nesting" of the rock. The voids between the rocks should be
completely filled with fine granular material.
7. Engineering Observation
Field observations by the soil engineer should be made during the
fill and compaction operations so that he can express his opinion
regarding the conformance of the grading with the accepted
specifications.
GEOCON
INCORPORATED
File No. D-2579-TO1
September 21, 1981
8. Seasonal Limits
- __ ---- T...iim--[iii_LjiiM. T-
No fill material should be placed^ spread, or rolled while it is at
an unsuitably high moisture content, nor during unfavorable
weather conditions.- When the work is interrupted by heavy rain,
fill operations should not be resumed until field tests by the soil
engineer indicate that the moisture content and density of fill are
as previously specified.
GEOCCN
INCORPORATED