HomeMy WebLinkAbout1811 MCCAULEY LN; ; CB940902; PermitBUILDING PERMIT Permit No: CB940902
08/23/94 13:21 Project No: A9401276
Job Address:A-~MICCAULEY LN Suite:
Page 1 of I Development No:
Permit Type: SINGLE FAMILY DWLNG - DETACHED
Parcel No: 156-220-27-00 Lot#:
Valuation: 65,770
Construction Type: VN it Occupancy Group: R3/MI Ref erence#: Status: ISSUED
Description: 639 SF + 724 GARAGE/STORAGE Applied: 07/26/94
Apr/Issue: 08/23/94
Entered By: DC
Appl/Ownr : STONETREE GENERAL BUILDING 619 7280839
1734 RIVERVIEW DRIVE
it FALLBROOK, CA 92028-
ted & Credits
.00
4,094.00
.00
Ext fee Data
---------------
487.00
317.00
7.00
1197.00 Y
1105.00
395.00
Each Plumbing Fixture or\T1J > ,7~ 0/0
Enter "Y" for Plumbing "Issue-'F
Each Building Sewer 15.00
Each Water Heater and/or Vent 7.00
* BUILDING TOTAL \ (C' 1952
..>
arid) N Up
INCORPORATED / 3953.00
445.00
20.00 Y
28.00
15.00 ,,. /• 7.00
Gas Piping System 7.00 7.00
77.00 * PLUMBING TOTAL
10.00 Y Enter "Y' for Electric Issue Fee >
Single Phase Per AMP > 100 .25 25.00
35.00 * ELECTRICAL TOTAL
15.00 Y Enter 'Y' for Mechanical Issue Fee>
9.00 Install Furn/Ducts/Heat Pumps > i. 9.00
4.50 Each Install/Reloc Vent > 1 4.50
29.00 * MECHANICAL TOTAL
1"I FARANCE
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161
APPROVAL
-D TE
zLff/r,' A
Fees Required -*
Fees: 4,09(00 Q,
Adjustments: / ..'90 Totjreth
Total Fees: 4,'094O0 To Pyé
Balanc"e
___!!!_!!__ I__(T -- description -
Building Permit f J1 Plan Check j
Strong Motion Fee
Enter "Y" to Autocaic P.F.F
(PF%
f"IF
C.F.D
(TI
CE
i t
C,oa't r'p
SEWER PERMIT
08/23/94,10:32 Permit No: SE940053
Page 1 of 1. )' Bldg PlanCk#: CB940902
Job Address:-14Kt MCCAULEY LN Suite:
Permit Type: SEWER - RESIDENTIAL
Parcel No: 156-220-27-00 8323 08/23/94 0001 01 02
C-PRIIT 972.00
Description: 639 SF + 724 GARAGE/STORAGE Status: PENDING
Applied: 08/08/94
- ' Apr/Issue:
Permitee: LADWIG,M ROBERT 619 729-3327 Expired:
2642 OCEAN STREET Prepared By: HE
CARLSBAD, CA 92008
*** Fees Required *i Fees,-Collected & Credits -------------------
Fees: 97!
'
;0
,4o .00
Total Fees: 97'2.00 TotalPymerçs:\ .00
Ba1'acDue: \ 972.00
Fee description / -------------
Enter Number of Unit's
<Enter CREDIT EDUs>
Total EDUs
Sewer Fee
Enter Sewer EDUs and Benef
* SEWER TOTAL
t(3 'int Ext fee Data - -----------------
1.00
55
972.00
972.00
INCORPORATED 1952
w
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161
'30iqo C4 APPLICATION Ala
City of Carlsbad Building Department
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161 IQ W9-
1.PERMIT TYPE
From List I (see back) give code of Permit-Type:
---------------------------------------------------------
For Residential Projects Only: From List 2 (see back) give
Code of Structure-Type:
PLAN CHECK NO. ?o .
77t
PLAN CK DEPOSIT BJ
VALID. BY 6 C
DATE 9fjv94i
-PRMT 316-00
Net Loss/Gain of Dwelling Units
Nearest Cross Street
LEGAL DESCRIPTION Lot NO. Subdivision Name/Number Unit No. Phase No.
PACEI. '2 9IL MAP WA. I'2(p
CHECK BELOW IF sUbM1TED:
2 Energy Caics 2 Structural Caics '2 Soils Report 01 Addressed Envelope
ASSESSOR'S PARCEL F -. -a- 7 EXISUNG USl PHUPUSLL) USl
DESCRIPTION OFWOaxNW 7'4/, 11)/ 7ft4Cre
SQ. Fr. 89 #OF STORIESO / # OF BEDROOMS —ONE / # OF BATHROOMS -ONE.
WN 1AL1 I't.HJN (if clillerent from applicant)
NAME (last. name first) 1121> ,C,ç' ADDRESS
CITY C 6$LSPAlO STATE CA ZIP CODE -1 %M&2 DAY TELEPHONE
NAME (last name first) RoT lyPV3%(.1 ADDRESS 'ZCp41- OCI$AN
CITY CA)O STATE CA ZIP CODE 9i)Woe' DAY TELEPHONE (oj'j 112.j - 35'2.1
5. PROPERTY OWNER
NAME (last name first) o i/8tM AO1N%Cç ADDRESS 'Z64Z CC(M T?ZE.1
CITY CIJAC) STATE CA ZIP CODE I 'ZCCÔ DAY TELEPHONE
6CX)N11(ACIUR UN $Mtt41? NAME (last name first) , ADDRESS / 73 LIP-1 LI P-1 .' e,- i L.LA
CITY FoL LU) ('DGk STATE CA ZIP CODE DAY TELEPHONE /- 72 ê- 083
STATE LIC. #.59? I f 7 LICENSE CLASS 3 I CITY BUSINESS LIC. #
DESIGNER NAME(last name nrst. CIIC.FCgIQ, f4oy uuitInn fL190L H.)IN "
CITY CL24tO STATE CA ZIP CODE '2t)(, DAY TELEPHONE 11q.0'ATE LIC. # C -114
7. WORKEk CiiMPENSA11ON
Workers Compensation Declaration: I hereby affirm that I have a certificate of consent to sell-insure issued by the Director of Industrial
Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified
by the Director of th insurer thereof filed with th Building Inspection Department (Section 3800, Lab. C).
INSURANCE COMPANY_ ' POLICY NO. 117& csEXPIRATION DATE
so as tcy'bec e suJjo,~
.
heI
-DATE
orkers' Compensation Laws of California.
NATU 8/
Owner-Builder Declaration: I hereby affirm that I am exempt tram the Contractors License Law for the tollowing reason:
O I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or
offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds
or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended
or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden
of proving that he did not build or improve for the purpose of sale.).
o I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions
Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects
with contractor(s) licensed pursuant to the Contractor's License Law).
0 1 am exempt under Section Business and Professions Code for this reason:
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the
provisions of the Contractor's License Law (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code)
or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars [$5001).
SIGNATURE DATE
COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and
prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?
DYES ONO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
DYES ONO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?
DYES 0 N
IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT
HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR I'OLUfllON (X)N11L0L DISnhIcr.
ereby affirm that there is a construction lending agency for the perfOnnance of the work for which this permit is issued Lbec 3U91(i) Livil me).
LENDER'S NAME LENDER'S ADDRESS
10. APPUCP&NT CEWflF1CA11ON
I certify that I have read the application and state that the above information is correct. 1 agree to comply with all City ordinances and State laws
relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection
purposes. I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABlifl1ES JUDGMEN1S COSTS
AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF lullS PERMIT.
0511k An OSHA permit is required for excavations over 5'O" deep and demolition or construction of structures over 3 stories in height.
Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the
building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by
such permit is suspende4.pr abndoned atarôj tiiie (ter the work is commenced for a period of 180 days (Section 303(d) Uniform Building Cqd).
APJ'uCAJ4rS $IGNA1REjD bL4LIi J V in 4 I • DATE: '2(DJU%'V
0
NOTICE OF FOOTING
EXCAVATION OBSERVATION
5741 Palmer Way, Carlsbad, California 92008
JOB LOCATION /I L_ WORK ORDERI7MS
O.rL! 13A&, 1
OWNER OR CONTRACTOR
OWNER'S ADDRESS
DATE FOOTINGS TOTAL NO. OF FOOTINGS OR CAISSONS
OBSERVED ______
DESCRIPTION OF FOOTINGS OR CAISSONS COVERED BY THIS NOTICE:
DIAGRAM OF APPROVED FOOTINGS (SHOWING DIMENSIONS IF APPLICABLE)
re 'I 71 CA L 'rA I )(pO~/7 .G7,a r
e
re- '
ale 'Iv-, _, f
r IM
THE UNDERSIGNED HAS OBSERVED THE FOOTING AND/OR CAISSON
EXCAVATIONS LISTED ABOVE ON THE REFERENCED PROPERTY AND
SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATON.S
IN THE PRELIMINARY FOUNDAjIOI& REPORT AND THE BUILDING cD''6F"
T H E 4=. 1' 1J.-/r
PORM 89/2 '7
BYA!( ,p.
•__, 4
•
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619)560.1468
DATE: /22 APP
JURISDICTION: OF: CAILTAI) []PLAN CHECKER
OFILE COPY
PLAN CHECK NO: 94- 902. SET: ZIC [J—UPS
[]DESIGNER
PROJECT ADDRESS: ,/?j'° M ('ADLE( L,W:
PROJECT NAME: f E-D Arx'(r,or
Is The plans transmitted herewith have been corrected where
necessary and substantially comply with the jurisdiction's
building codes.
E The plans transmitted herewith will substantially comply
.with the jurisdiction's building codes when minor deficien-
cies identified are resolved and
checked by building department staff.
D The plans transmitted herewith have significant deficiencies
identified on the enclosed check list and should be corrected
and resubmitted for a complete recheck.
fl The check list transmitted herewith is for your information.
The plans are being held at Esgil Corp. until corrected
plans are submitted for recheck.
E] The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
U The applicant's copy of the check list has been sent to:
Esgil staff didnot advise the applicant contact person that
plan check has been completed.
U Esgil staff did advise applicant that the plan check has
been completed. Person contacted:______________________
Date contacted: Telephone #
U REMARKS:_____
By:T'Avsr 'ØAO Enclosures:_________________ ESGIL CORPORATION
EGA El CM 0PC
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
DATE:
JUAISDICTTON
19 -
JURISDICTION: CARLSBAD
JFILE COPY
?LAN CHECK NO: 94 90 2.. SET:
PROJECT ADDRESS: Vk AnLEy A E
QDESIGNER
PROJECT N:`16 ME: I-Ap w Ic SF1) ADDITION
The plans transmitted herewith have been corrected where
LJnecessary and substantially comly with the jurisdiction's
building codes.
,- The clans transmitted herewith will substant m ially coolv
U with the jurisdiction's -building codes when minor deficien-
cies identified are resolved and
checked by building department staff.
The plans transmitted herewith have significant deficiencies
U identified on the enclosed check list and should be corrected
and resubmitted for a complete recheck.
The check list transmitted herewith is for your information.
The plans are being held at Esgil Corp. until corrected
plans are submitted for recheck.
fl The applicant's copy of the check list is enclosed for the
II jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
-20Q
Esgil staff did not advise the applicant contact person that
plan check has been completed.
Esgil staff did advise applicant that the plan check has
been completed. Person contacted:_________________________
Date contacted: Telephone •
U REMARKS:
By: iiD YAO Enclosures:
ESGIL CORPORATION 74,p
0GA 0CM C1 PC-
PLAN CHECK NO: g4- g 2
JURISDICTION: CITY OF CARLSBAD
TO: Roy d.
CB CAt
ENCLOSURES:
PROJECT ADDRESS: //t lie CAD L1
Lgne
awe 7'rf fifri
FLOOR AREA:APP. I/4
STORIES: 2
HEIGHT:
REMARKS:
PLAN CORRECTION SHEET
CITY OF CARLSBAD
SINGLE FAMILY AND DUPLEX DWELLINGS
Date plans received by jurisdiction:
Date plans received by Esgil Corporation:
FOREWORD:PLEASEREAD
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 er.fcrced by
the Building Inspecticn Department. You
may have other corrections based cn laws
and ordinances by the Planning
Department, Engineering epartent or
other departments.
Present California law mandates that
residential construction cc•m;y with
Title 24 and the follcwing model codes:
1991 UEC (eff. 8 /14/52)
1991 UPC (eff. 8 /14/92)
1990 NEC (eff. 7/1/91)
1991 UMC (eff. 8/14/92)
The above regulations apply to
residential construction, recardiess of
the code editions adcpted by ordinance.
The circled items listed need
clarification, modification or change.
All items have to be satisfied before the
plans will be in conformance with the
cited codes and regulations. Per Sec.
303(c), 1991 Uniform Building Code, the
approval of the plans does not permit the
violation of any state, county cr city
law.
To soeed uo the recheck orocess, note on
this list (or a coov) where each
correction item has been addressed i.e.,
plan sheet, soecification, etc. Be sure
to enclose the marked uo list when you
submit the revised clans.
Date initial plan check completed:
__By: 7)AviP )t
Applicant contact person:
Roy Bi&Ck-Poj.-cJ Te1ephone:03
NOTE: PAGE NUMBERS ARE NOT IN SEQUENCE AS PAGES RAVING NO ITEMS NEEDING CORRECTIONS WERE DELETED.
List No. 2, Carlsbad Single Family Delling and 1>p1ex With All Supplements. (1991 USC)
PLANS
1. Please make all corrections on the
original tracings and submit two new
sets of prints, to:
Esgil Corporation, 9320 Chesapeake
Drive, Suite 203, San Diego,
California 92123,
(619) 560-1463.
Please make all corrections on the
original tracings and submit two new
sets of prints, to:
The jurisdiction's building
department.
j. Indicate on the Title Sheet of the
olar.s the name of the legal cwner and
name of the pe:scn responsible for the
preparation of the plans.
Section 302(a)7.
4. All sheets of plans must be signed by
the aerson rasoonsible for their
preparation. (California 3usiness and
Professions Code).
Plans, scec if* ications and calculations
shall be signed and sealed by the
California state licensed engineer or
architect responsible for their
preparation, for plans deviating from
conventional wood frame construction.
Specify expiration date of license.
(California Business and Professions
Code).
Specify on the Title Sheet of the
plans the gross floor area of each
element of this project, including
dwelling, garage, carport, patio, deck
and balcony. Section 302(d).
I. Provide a statement on the Title Sheet
of the plans that this project shall
comply with Title 24 and the 1991 UBC,
UMC and UPC and 1990 NEC.
Submit fully dimensioned plot plan,
drawn to scale, showing location,
size, and uses of al:l existing and
proposed structures on the lot.
Identify property lines and show lot
dimensions and all easements. Section
302(d).
Indicate distance frcrn orcoerty lines
I to the proposed building. Section
302(d).
110. On the cover sheet of the plans,
specify any items reirmng special
inspection, in a fc:maz similar to
chat shown below. Section 3D2(c).
REQUIRED SPECIAL INS?ECTIcNS
In addition to the regular
inspections, the following checked
items will also ra'uire S c. ecial
Inspection in accordance with Sec.
306 of the Uniform Euiiding Code.
ITEM REQ. IF
CHECKED
SOILS COMPLIANCE
PRIOR TO
FOUNDATION INS?.
STRUCTURAL CONCRETE
OVER 2500 PSI
PRESTRESSED STEEL
FIELD WELDING
HIGH STRENGTH BOLTS
EXPANSION ANCHORS
SPECIAL MASONRY
SPRAYED-ON FIRE
PROOFING
PILES/CAISSNS
DESIGNER-SPECIFIED
OTHER
11/18/93 2
11. Show on the title sheet all
structures, pools. walls, etc.
included under this application.
Any portion of the project shown on
the site clan that is not included
with the building permit application
filed should be clearly identified
as "not included."
i. Clearly show if the lcwer level is
a basement or a story, based on the
definitions in Sections 403 and 420.
Plot the finish grade (as defined)
on the elevations arid dimension the
distance to the floor above, for
story determination.
FIRE PROTECTION
i3. Exterior walls closer than 3 feet to
I property lines shall be one-hour
rated construction and have no
openings. Table 5-A.
11. Exterior walls closer than 3 feet to
I a property line shall have 30 inch
caracets when the flcor area per
floor exceeds 1,000 scuare feet. See
Section 1710 for possible exception.
5. Projections, including eaves, may
I not extend more than 12 inches into
the 3 foot setback from the property
line. Section 504(b).
Eaves over reouired windows shall be
not less than 30 inches from the
side and rear property lines.
Section 504(a).
Projections, including eaves, shall
be one-hour fire-resistive
construction, heavy timber or of
noncombustible material if they
project into the 3' setback area
from the property line. Section
1711.
Plastic skylights shall not be
installed within that portion of a
roof located within a distance to
property line where openings in
exterior walls are prohibited or
required to be protected. Section
5207 (a) 7.
Inside each bedroom. ? pI.ced
Centrally located in corridor or
area giving access to sleeping
rooms.
c On each story.
. In the basement, if cart of the
dwelling unit.
. When sleeping rocs are upstairs,
I at the upper level in cicse
, prcximity to the stair.
J. :n rooms adjacent to hallways
I serving bedroons, when such :oos
have a ceiling height 24 inches
or more above the ceiling height
in the hallway.
NOTE: Detectors shall sound an alarm
audible in all sleeping areas cf the
unit. Section 1210
2 . When the valuazicn of a room
addition or recair exceeds $1,0,
or when sleeping rooms are created,
smoke detectors' shall be provided
per item 19 above, excect that smcke
detectors added at existing
construction need c.nly be battery
powered. Section 1210.
GENERAL RESIDENTIAL REQUIREMENTS
'1. Habitable rooms, other than
( kitchens, shall contain at least 70
scuare feet of floor area. At least
one room shall have not less than
120 square feet of floor area.
Section 1207 (b)
No habitable room, other than a
f kitchen, shall be less than 71 0" in
any dimension. Section 1207 (c)
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 sauare feet with the minimum
openable width 20" and the minimum
openable height 24". Section 1204.
4. Basements in dwelling units shall
comly with the above (even if not
designated as sleeping rooms)
Section 1204.
19. Show locations of permanently wired
smoke detectors with battery backup:
11/16/93 3
24. Window area must be at least 1/10 of
I the floor area and a minimum of 10
square feet per Section 1205 (b).
Appears to be deficient in
6. Ocenable window area in habitable
( rooms must be 1/20 of the ficor area
and a minmum oz 5 square feet. In
bachrocms, laundry rooms and similar
rooms, 1 /20 of area is :ecuired and
minimum is 1.5 sq. ft. Section 1205
(c).
At least 1/2 of the ccmcn wail must
/ be open and have an opening not less
than 25 Sc. ft., nor one tenth of
the floor area of the interior room,
if light and ventilation is being
supplied from an adjacent room.
Section 1205 (a)
2. Reired windows shall not coen into
/ a roofed porch unless the ceiling
height is at least 7 feet, the
longer side is at least 65 open,
and the porch abuts a street, yard
or court.
Section 1205 (a)
Provide mechanical ventilation
( capable of providing five air
changes per hour in bathrooms, water
closet compartments, laundry rooms
and similar rooms if recuired
openable windows are not provided.
Section 1205 (c)
Note that the discharge point for
/ exhaust air will be at least 3 feet
from any opening into the building.
Section 1205(c).
3/. Ductless fans cannot be used in
I bathrooms if a tub or shower is
present. Section 1205(c).
Show that ceiling height for
I habitable rooms is a minimum of
7'611 . Section 1207 (a).
34. Show ceiling height for laundry
/ rooms, hallways, corridors, and
bathrooms is a minimum of 7'011.
Section 1207 (a).
Dimension on the plans 30" clear
\ width for water closet compartments
and 24" clearance in front of water
closet. Section 511 (a)
35. Shcw safety glazing in the following
locations, per Section 5435(d):
where the nearest edge of glazing
I is within a 24-inch arc of either
side of a door in a closed
position (unless there is an
intervening wall between. the door
and the glazing or if the glazing
is 5'-O" or hicher above the
walking surface)
Glazing greater than 9 square
feet with the bottom edge 1CSS
than 18" above the floor and the
too edge greater than 36" above
the floor (unless the glazing is
more than 35" hcrizcn:aily away
from walking surfaces or if a
complying protective bar is
installed) . door
. Glazing in shcwer and tub
I enclosures (including windows
within 5 feet of tub or shower
floor).
Walls and floors separating units in
a duplex shall be of one-hour fire-
resistive construction. Provide
details of the assemblies. Section
1202(b).
3/. 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.
The mezzanine floor must have a
clear height of 7 feet, above and
below, and must have the long side
open to the room below except for
posts and protective walls or
railings not exceeding 44" in
height. Section 1717.
3A. The loft you show does not comply as
a mezzanine floor and is, by Uniform
Building Code definition, a story.
Section 1717.
3/. Dwellings used for daycare for 7 to
12 children shall comply with the
special requirements in Chapter 12
of Title 24.
11/16/93 1
EXITS, STAIRWAYS, AND RAILINGS Every stairway landing shall have a
P. dimension, measured in the direction
4'. Floors above the second story shall of travel, at least ecual to the
have not less than 2 exits. stairway width. If a door occurs at
Exceptions: 1. Occupied roofs may the landing, such dimension need ncc
have one exit if such occupied areas exceed 36 inches. Section 3306 (g)
are less than 500 square feat and 3304 (j)
located no higher than immediately
above the second story. 2. When the 47. An interior door ay open at a
third floor within a unit does not I landing that is not c:a . than 6"
exceed 500 sq. ft., only one exit I lower than the floor level, provided
need be provided. Section 3303(a). the door does not swing cver the
'.. . ..
Required exit doorways shall be not
landing. Section 3304 (i)
less than 36" in width and not less. 4. Provide details of winding stairway
than 6'S" in height. / complying with Sect-'= 3306 (d)
4 j. Provide 36" high protective railing Minimum tread is 6 inches at any
for oorches, balconies, and coen ooinc and mini 9 inches at a
' sides of stair landings. Openings point 12 inches from where the
between railings shall be less than treads are narrcwest.
4". The triangular cpenings formed Maximum rise is 3 inches.
by the riser, tread and bottom Minimum width is 36 inches.
elements of a guardrail at a stair
shall be less than 6". Section 4ft. Provide spiral stairway details, per
1712.
. / Section 3306 (f)
4A. Show how guardrail connection Minimum run is 7-1/2 inches
( details are adequate to support 20 measured at a point 12 inches
pounds per lineal foot at a right from where the treads are the
angle to the top rail. Table 23-3. narrcwest.
Maximum rise is 9-1/2 inches.
44 Provide stairway and landing Maximum clear cpening between
details. Section 3306 (b), (c) and risers is 6 inches.
o). Minimum headroom is 6 feet 8
a. Maximum rise is 7" and minimum inches.
run is 11". When the stairs The tread must provide a clear
serves less than 10 occupants, or walking area measuring at least
serves an unoccuied roof, rise 26 inches from the outer edge of
may be 8" maximum and run 9" the supporting column to the
minimum, inner edge of the handrail.
Minimum headroom is 61-8". I
'. Minimum width is 36". 0. Spiral stairways may not be used for
/ f f required exits when the area served
All handrails, per Section 3306 (i),. .. is greater than 400 sq. ft. Section
shall satisfy the following . 3306 (f)
Provide handrail for stairways /
with 4 or more risers. $1. Provide I.C.3.O. Research Report and
. Handrails and handrail extensions / number for metal stairway, or submit
/ shall be 34" to 38" above the plans and calculations and approved
nosing of treads. fabricator registered with the
9'. The handgrip portion of handrails building department or note that the
/ shall be not less than 1-1/211 , stairway fabrication plans shall be
nor more than 2" in cross- submitted to and approved by the
sectional dimension, , building official prior to
9'. Except for stairs serving only installation.
/ one tenant, handrails shall be
extended 12" beyond the top and
bottom of the stair.
11/16/93
5A. Exterior stairways shall not project 64. Note on the plans: "Attic
/ into the 3 foot setback from the ventilation openings shall be
property lines. Section 3306 W. covered with corrosion-resistant
I metal mesh with mesh openings of
5,ó. The walls and soffits of the 1/4-inch in dirension." Section
I enclosed usable space under interior 3205(c)
stairs shall be protected on the
enclosed side as required for one- CONCRETE AND Y_kSOKRY
hour fire-resistive ccnstruction.
Section 3306 (1). . Provide fireDlace ccnstruccicn
I details or note construction to be
sA _ within units, show that corridors per attached fireplace standard
I have a ninum width of 36 inches. drawing. Chapter 37.
Section 3305 (b)
6$. Show anchored veneer support and
ROOFING f connections attached to wood in
/ Seismic Zones 3 and 4, comply with
. Specify roof slope. Section 3006 (d)1 and Section 2515
I / (a). Show ties and #19 wire in
5. Roof slope is not adequate for roof horizontal joints, etc.
I type secified. Table 32-3, D and
3. 67. Show height and construction details
j I of all masonry walls. Chapters 24
. Specify roof material and and 25.
application. Chapter 32.
6. Show floor and roof connections to
0
53 Specify I.C.3.O. or U.L. approval / masonry and concrete walls.
number for roof materials not Connection shall resist 200 pounds
covered in U.3.C., e.g., tile, etc. per lineal foot or the actual design
Section 107. ctecK vx to Ivis) load, whichever is greater. Cross
grain tension or bending in wood
0
( 59 Specify minimum 1/4 inch per foot ledgers is not permitted. Section
\_J roof slope for drainage or design to 2310.
support accumulated water. Section
3207 (a) and Section 2305 (f).deC GARAGE AND CARPORTS
ry# Iv1'_
Show roof drains and overflows. 60. Garage requires one-hour fire
Section 3207. / protection on the garage side of
/ walls and ceiling common to the
4l.. Provide skylight details to show dwelling. Table 5-3, Section 503
/ compliance with Sections 3401 and W.
5207 or provide I.C.3.O. approval
number. 7,b. All elements supporting floor above
garage, including walls supporting
6ft. Plastic skylights must be separated floor joists, must have one-hour
I from each other by at least 4 feet, fire-resistive protection on the
unless they are over the same room garage side. Section 503 (b)
and their combined area does not j
exceed 100 square feet (or 200 11. Show a self-closing door, either 1-
square feet if the plastic is a I 3/8" solid core or a listed 20-
"CC!" material). Section 5207 (a) 6. minute assembly, for openings
between garage and dwelling.
63. Show attic ventilation. Minimum Section 503 (d)
vent area is 1/150 of attic area (or
1/300 of attic area if at least 50% 7. Garages are not permitted to open
of the required vent is at least 3 / into a room used for sleeping
feet above eave vents or cornice purposes. Section 1104.
vents). Show area recuired and
area provided. Section 3205 (c).
11/17/93
Show height of all fcundaticn walls.
Chapter 23.
Show height of retair.ed earth on all
foundation walls. Chapter 23.
If cut or fill slbpes exist, show
I distance from foundation to edge of
cut or fill slopes and show
steeoness and heichts of cuts and
fills. Chapter 29.
7/
71. An occupancy separation is not
I required between carport and
residence, provided the carport is
open on two or more sides and has no
enclosed uses above. Section 503
(a) Exception 3.
7A. Show garage framing sections, size
/ of header over carace opening,
lateral cross oracing at plate line, 80.
method bracing garage front and
holddcwns if required. Chapter 23.
NOTE: Maximum shear canal height-to-
width ratio is 3-1/2 to 1 for
plywood. Table 25-I.
/5. Doors may open into the garage only
if the floor or landing in the
garage is n:t more than one inch
lower than the doc: threshold.
Section 3304 (i)
Provide an 18" raised olatform for
any FAU, water heater, or other
device in the garage which may
generate a flame or spark. UMC
Section 508, UPC Section 1310 (a)
FOUNDATION REQUIREXEITTS
The utility trenches have been
prcperly backfilled and
compacted, and
The foundation excavations, the
soils expansive characteristics
and bearing capacity conform to
the soils report."
Provide a letter from the soils
engineer confirming that the
foundation plan, grading plan and
specifications have been reviewed
and that it has been determined that
the reccmmendations in the soils
reperz are properly incorporated
into the construction documents
(when :eouired by the soil report).
Per soils report, note on the plan 8/. Note on plans that wood shall be 6"
the soils classification, whether or / minimum above finish grade. Section
not the soil is expansive and note 2907 (a)
the allowable bearing value.
Section 2.005 (c). 85. Note cm plans that surface water
will drain away from building and
The foundation plan does not comply show drainage pattern and key
with the soils report elevations. Section 2905 M.
recommendations for this project.
/6- Please review the report and modify Dimension foundation per U.S.C.
design, notes and details as Table 29A:
required to show compliance:__
Floors Footing
Sui,ported* Stea11 Width Depth Thickness
79. The soils engineer recommended that
he/she review the foundation
excavations. Note on the foundation
plan that "Prior to the contractor
requesting a Building Department
foundation inspection, the soils
engineer shall advise the building
official in writing that:
1. The building pad was prepared in
accordance with the soils report,
1 6" 12" 12" 6"
2 8" 15" 18" 7"
3 10" 18" 24" 8"
*Foundations may support a roof in
addition to the floors. Where only a
roof is supported, use foundation for one
floor.
8/. Show foundation sills to be pressure
I treated, or equal. Section 2516 (c)
3.
11/17/93 - 7
Show foundation bolt size and / spacing. Section 2907 M .
Specify size, I.C.B.O. number and
/ manufacturer of power driven pins
and expansion anchors. Show edge
and end distances and spacing.
Section 302 (d)
97' In 2-story buildings, shear panels
/ at the first story (at least 48
inches in width) shall be located at
each end or as near thereto as
possible and comprise at least 25
Percent of the linear length of the
wall, C: provide design. Secticn
2517(c)3, Table 25-V.
so. If recuired, show size, embedment 1 0. Note cross bridcino or blocking.
and location of hold down anchors on / Floor joists and rafters 12" or
foundacicn plan. Sec- ion 302 W. 4' more in depth shall be supported
'T v laterally by bridgir.g at intervals
91 Ii -oio co's are reoireo, rote n rot eceeci-'o :ee: less both
inline. Sec. 2506 plan that hold down anchors must be edges are held
tied in place prior to foundation (h).
inspection. Section 305 (e) 1. /
Show adequate footings under all /
Shcw blocking at ends and at
sucocrts of floor joists, rafters
/ bearing walls and shear walls, and trusses at exterior walls.
Section 2507 (5). Section 2517 (d) 3, 2517 (h) 7.
4'. Show on the plans details for 1. Bearing partitions, peruendiculari
stepped footings steeer than 1:10. / to joists, shall not be offset from
Section 2907 (c). supporting girders, beams, walls or
partitions, more than the depth of
9/ Show minimum 18" clearance from the joist. Section 2517 (d) 5.
/ grade to bottom of floor joists and / minimum 12" clearance to bottom of l3. Show rafter ties. Rafter ties
girders. Section 2516 (c) 2. / shall be spaced not more than 4
feet on center and be just above
9. Show pier size, soacing and depth the ceiling joists, where rafters
/ into undisturbed soil. Table 29-A. and ceiling joists are not
/ parallel. Section 2517 (h) S.
9%. Show minimum underfloor access of
' 18" x 24". Section 2516 (c)2. /4. Show rafter purlin braces to be not
'7. Show minimum underfloor ventilation
less than 45 degrees to the
horizontal. Section 2517 (h) 6.
f equal to 1 sq. ft. for each 150 sq. / ft. of underfloor area. Openings ipS. Show double top plate with minimum
shall be as close to corners as / 48" lap splice. Section 2517 (g)
practical and shall provide cross 2.
ventilation on at least two /
approximately opposite sides. /06. Show nailing will be in compliance
Section 2516 (c) 6. with Table 25-Q.
FRAMING Show or note fire stops at the
following locations per Section
9. Show wall bracing. Every exterior 2516 (f):
/ wood stud wall and main cross-stud
partition shall be braced at each a. In concealed spaces of stud
end at least every 25 feet of length walls and partitions, including
with 1 x 4 diagonal let-in braces or furred spaces, at the ceiling
equivalent. Section 2517 (g) 3, and floor levels and at 10 foot
Table 25-V. intervals both vertical and
horizontal;
11/17/93
b. At all interconnections between
ccncealed vertical and
horizontal spaces such as occur
at soffits, drop ceilings and
cove ceilings;
C. In concealed spaces between
stair stringers at the top and
bczzcm of the run and between
studs along and inline with the
run of stairs if the walls
under the stairs are
unfinished;
d. In openings around vents,
p:;es, ducts, cnimneys,
fireplaces and similar openings
which afford a passage for fire
a: ceiling and floor levels,
with noncombustible materials.
a. At openings between attic
spaces and chimney chases for
factcry-built chimneys.
In duplexes, draft stops shall be
provided in floor-ceiling
assemblies and attics in line with
walls separating units and
separating units from common areas.
Section 2516(f)4.
4 . Show stud size and spacing.
Maximum allowable stud heights:
Bearing wall: 2 x4 and 2 x 6 max.
10'; Non-bearing: 2 x 4 max. 141 , 2
x 6 max. 20'. Table 25-R-3.
Studs supporting two floors, a roof
/ and ceiling must be 3 x 4 or 2 x 6
at 160 o.c. Table 25-R-3.
Note on the plans that an A.I.T.C.
/ Certificate of Compliance for glued
laminated wood members shall be
given to the building inspector
prior to installation. Section
2505.
14'. Detail all post-to-beam and post-
to-footing connections and
reference the detail to the plan.
Section 2516 (m).
Specify nail size and spacing for
/ all shear walls, floor and roof
diaphracms. Indicate required
blccking. Maintain maximum
diaohracrn dimer.sion ratios.
[Tables 25 I, J, K and Section 4714
(d)).
nA. Provide truss details and truss
/ calculations fcr this project.
Soecifv truss identification
nune:s cn the plans.
1/6. Shcw cearance between tcp plate f
/ interior parziticns and bct:cm
chord of trusses. (To ensure non-
bearing ccndition between supperts
as designed)
1. Provide ro:f framing plan and floor
I framina elan. Section 302 (d).
t. Provide framing sections through
Section 302 (d)
1.4'. Specify all header sizes for
openings over 4' wide. Section
2517 (g) 5.
ljO. Provide calculations for main
/ vertical and horizontal framing
members and footings. Section 302
(b).
1,11. Provide calculations for lateral
/ loads, shear panels, shear transfer
and related. Section 302 (b).
1 2. In Seismic Zones 3 and 4, the ( allowable shear wall values for
drywall in Table 47-I must be
reduced 50 percent when considering
earthquake loads. This does not
apply to wind loads. Footnote 1.
/3. Detail shear
including
diaphragms,
Section 2513.
transfer connections,
roof and floor
to shear walls.
123 Show on the plans all structural
requirements developed in the
structural calculations. Section
302 W . (See comments below or at
end.)
It
-fiq
of +!,e t1574 ,r 2 2-
11/17/53
Columns and posts located on
concrete or masonry floors or decks
exposed to the weather or to water
splash or in basements and which
support permanent structures shall
be supperted by concrete piers or
metal pedestals projecting 1"
minimum above floors unless
approved wood of natural resistance
to decay or treated wood is used.
Secticn 2516 (c) 4.
115. Individual ccncrete or masonry
piers shall project at least 8
inches above exposed ground unless
the columns or posts which they
support are of approved wood of
natural resistance to decay or
treated wood is used.
Section 2516 (c) 4.
Show locaticn of attic access with
a minimum size of 221lx30", unless
the maximum vertical headroom
height in the attic is less than
30". Access must be provided to
each separated attic area, shall be
located in a hallway or other
readily accessible location and 30"
headroom clearance is required
above the opening. Section
3205(a).
Detail truss layout for 30" x 30"
/ attic access, if required for
equipment in the attic and detail
30" x 30" clearance through truss
webs.
1. Specify plywood and/or particle
,I board thickness, grade and panel
' span rating. Table 25-S.
1I9. When roof pitch is less than 3:12,
/ design ridge as a .beam. Section I 2517 (h)
Ridges, hips, and valleys shall be
/ at least one size larger than
supported rafters. Section 2517
(h) 3.
In open beam construction, provide
f strap ties across the beams at the
ridge support. Section 2501 (b).
1/2. If foundation cripple wall studs
/ are less than 14" high, framing
shall be solid blocking, or
sheathed with plywood. Section
2517 (g) 4.
1 3. Cripple wall studs exceeding 4 feet
I in height shall be 3 inch by 4 inch
or 2 inches by 6 inches when
supporting 2 stories. Section 2517
(g) 4.
G Note on the plans that "all
weather-exposed surfaces shall have
a weather-resistive barrier to
protect the intericr wall covering
and that extericr openings shall be
flashed in such a manner as to make
them weatherproof". Section 1708.
MZCANICAL (UNIFORM }'CH..kNICAL CODE)
All heating, ventilating, and cooling
systems and appliances shall comply with
the Uniform Mechanical Code.
l. Show the size, location and type of
I all heating and cooling appliances
or systems.
6. Every dwelling unit shall be
/ provided with heating facilities
capable of maintaining a room
temperature of 70 degrees F. at 3
feet above the floor in all
habitable rooms. Show basis for
compliance. UBC, Sec. 1212.
Note on the plans that the FAU
/ closet or alcove must be 12 inches
wider than the furnace or furnaces
being installed. UMC Section 704.
1. Show minimum 30" deep unobstructed
/ working space in front of furnace.
Section 505, UMC.
lf Furnace shall not be installed in
any bedroom, bathroom or in a
closet or confined space with
access only through such room
unless specified as direct vent
appliance, enclosed furnace or
electric heating appliance. Section
704, UMC.
lAD. Show source of combustion air to
furnace, per Chapter 6, UMC.
11/17/93 10
Show access to the attic containing
/ equipment to be minimum 30 inches
by 30 inches. The opening may be 22
inches by 30 inches if the
equipment can be removed through
such ocening. Section 708, U1C.
1. Note that passageway to the attic
/ furnace shall be unobstructed and
have continuous solid flooring not
less than 24 inches wide, not more
than 20 feet in length through the
attic. Section 708, UMC.
1/3. Show permanent electrical outlet
I and lighting fixture controlled by
a switch for furnace located in
attic or underfloor space. Section
703 & 709, UMC.
Show details to comply with Section
/ 709 for furnace under the floor, or
Section 710 for roof or outside
furnace.
115. Show I.C.3.O. approval number for
/ prefab fireplace. Show height of
chimney above roof per I.C.3.O.
approval or Table 37-3.
1/6. Note on the plans that approved
/ spark arrestors shall be installed
on all chimneys. Section 3703(h).
147 Note on plan: Gas vents and non-
combustible piping in walls,
passing through three floors or
less, shall be effectively draft
stopped at each floor or ceiling.
UBC, Section 1706 (c)
lv'. Provide dryer vent to outside. The
I maximum length is 14 feet with two
90-degree elbows. UMC, Section
1903.
ELECTRICAL (NATIONAL ELECTRICAL CODE)
All wiring shall comply with the National
Electrical Code.
149 Show on the plan the amperage of
the electrical service, the
location of the service panel and
the location of any sub-panels. If
service is over 200 amps, submit
single line diagram, panel schedule
and load calculations.
Note on the plans that receptacle
-' outlet locations will comply with
1990 NEC Art. 210-52(a).
Show on the plans. that countertop
receptacle outlets comply with 1990
NEC Art. 210-52(c), which reads as
follows:
In kitchens and dining areas of
dwelling units a receptacle outlet
shall be installed at each counter
scace wider than 12 inches.
eceptacles shall be installed so
that no point along the wall line
is more than 24 inches measured
hc:izontally from a receptacle
outlet in that sace. Island and
peninsular countertops 12 inches or
wider shall have at least one
receptacle for each four feet of
counter top. Counter top spaces
separated by range tops,
refrigerators, or . sinks shall be
considered as seoarace counter too
spaces. Receptacles rendered
inaccessible by appliances fastened
in place or appliances occupying
dedicated space shall not be
considered as these required
outlets.
Dwelling Unit Receptacle Outlets
Counter Tops
210.52(c)
0
IF—O I 0 0 4. Rs.I G S. G c.c
Ut IL...... lienoC -
tee Dtrwke.a
]2. Show on the plan that receptacle
/ outlets in hallways comply with
1990 NEC Art. 210-52(h), which
reads as follows:
For hallways of 10 feet or more in
length at least one receptacle
outlet shall be required.
11/17/93 11
1/3. Show on the plan that ground-fault
/ circuit-interrupter protection
complies with 1990 NEC Arc. 210-8,
which reads as follows:
All 125-volt, single-phase, 15- and
20- ampere receptacles installed in
bathrooms, garages, basements,
outdoors and within 6 feet of a
kitchen sink.
PLUMBING (UNIFORM PLU9ING CODE)
4. Show water heater size, type and
/ location on plans. UC, Section
1301.
l. Note on the plans that "combustion
I air for fuel burning water heaters
I will be provided in acccrdance with
the Unifcrm Plumbing Code".
/7- Provide adequate barrier to protect
water heater from vehicle damage.
An 18" platform for the water
heater does not satisfy this
requirement. UPC, Section 1310.
Show T and P valve on water heater
/ and show route of discharge line to
exterior. UPC, Section 1007 (e).
Show that water heater is
/ adequately braced to resist seismic
forces. UPC, Section 1310.
iIo. Show shower stall can accommodate a
I 30" circle and has a minimum floor
/ area of 1,024 sq. in. UPC 909 (d)
New water closets and associated \J flushometer valves, if any, shall
use no more than 1.6 gallons per
flush and shall meet performance
standards established by the
American National Standards
Institute Standard A112.19.2, and
urinals and associated flushometer
valves, if any, shall use no more
than one gallon per flush and shall
meet performance standards
established by the American
National Standards Institute
Standard A112.19.2. H & S Code,
Section 17921.3(b).
NOISE INSULATION (DUPLEXES)
Show details c duclex ccmn
(party) walls and flcc.r/ceiling
assemblies to achieve a Sound
Transriission Class (STC) rating in
walls of 50 decibels and an Impact
Insulation Class (IIC) razing on
floor/ceiling of 50 deCibels.
Title 24.
Show how penetraticns of assemblies
for piping, electrical devices,
recessed cabinets, bathtubs,
soffits, or heating ventiiatir, or
exhaust ducts shall be sealed,
lined, or insulated to maintain
required sound transmission rating.
Title 24.
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 24.
ENERGY CONSERVATION
NOTE: Plans submitted after January 1,
1993 must comply with the new energy
standards.
4 . Provide plans, calculations and
/ worksheets to show compliance with
current energy standards.
1. The regulations require a properly
completed and properly signed Form
CF-1R to be either imprinted on the
plans, taped to the plans or
"sticky backed" on the plans, to
allow the building inspector to
readily compare the actual
construction with the requirements
of the approved energy design.
1/7. All energy items shown on the plans
/ must be in agreement with the
information shown on the properly
completed Form CF-1R.
lf'2.
"3.
151. Fuel combustion water heater shall
/ not be installed in clothes
/ closets, in a bathroom or bedrobm, 1 4.
or in a closet opening into
bathroom or bedroom. UPC, Section
1309.
11/17/93 12
16 . Specify on the building plans all
/ of the mandatory energy
conservation requirements as
listed on the enclosure titled,
"?ar'datov Measures Checklist."
1/9-Show the make, model and
efficiency of the space heating
(or cooling) system.
3,/0. For room additions, show
/ compliance with the energy
standards. See attached.
171 Provide fluorescent general
lighting (40 lumens per watt) in
kitch() and bathrooms.
172 Prcvide a note on the plans
stating "All new glazing
(fenestrations) will be installed with a certifying label attached,
showing the U-value."
CARLSBAD S.F.D. & DUPLEX SUPPLEMENT
3,13. Energy conservation design should
be for Zone 7.
17 For gas piping under slabs that
serve kitchn island cooktops, see
the attached Policy 91-46 for
... ,spec• .a1 sleeve and clean-out
recuirements.
175 New residential units must be pre-
plumbed for future solar water
heating. Note that two roof jacks
must be installed where the water
heater is in the one story garage
and directly below the most south
facing roof (City Ordinance No.
6093).
Note that two 3/4" copper pipes
must be installed to the most
convenient future solar panel
location when the water heater is
not in a one story garage and is
not directly below the most south
facing roof. (City Ordinance No.
8093)
77 All piping for present or future
solar water heating must be
insulated when in areas that are
not heated or cooled by mechanical
means (city policy).
3/78. Incoroorate the waterproofing
details, on the attached Policy
80-8, where interior living space
occurs below grade at the masonry
wall(s).
3/9. Show on the Title Sheet on the
/ plans, the information required by
the attached Developmental
Services Sheet 112383.
All new residential buildings,
I including additions, require a
/ soils report. Please submit two
codes. Exception: It a room
addition is limited to one story
and 1000 sq. ft. in area, then a
soils reoort is not required.
Esgil Corporaticn will athise the
City to olace their soils notice
stamp on the plans.
181 All structures require a Class 3
rocf covering, except room
accitions. If a room addition
covers all at the existing
building (2nd story addition),
then the above exception doesn't
app _y
S
City Ordinance 5792 recuires two
parking spaces/unit with clear
area of 20'x20' i.e. no washing
machines, etc. Show compliance.
lj. Overflow roof drains shall
terminate in an area where they
will be readily visible and will
not cause damage to the building.
If the roof drain terminates
through a wall, the overflow drain
shall terminate 12" minimum above
the roof drain. Policy 84-35.
MISCELLANEOUS
114. Please see additional corrections,
or remarks, on the following page.
185 To speed up the recheck process,
note on this list (or a copy)
where each correction item has
been addressed, i.e., plan sheet,
note or detail number, calculation
page, etc.
Please indicate here if any
changes have been made to the
plans that are not a result of
corrections from this list. If
there are other changes, please
briefly describe them and where
they are located in the plans.
Have changes been made to the
plans not resulting from this
correction list? Please indicate:
_Yes No
11/30/93 - - 13
The City of Carlsbad has contracted with
Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego,
California 92123; telephone number of
619/560-1468, to perform the plan check
for your project. If you have any
questions regarding these plan check
items, please contact
pAv ip
at Esgi Corporation.
Thank you.
11/19/93 14
Datei...j/f Jurisdiction CARLSBAD -
Prepared bY% Bldg. Dept.
,VID_/,ArO VALUATION AND PLAN CHECK FEE 0 Esgil
PLAN CHECK o._
BUILDING ADDRESS /P/f-_lc_OaaJ/_Le
APPLICANT/CONTACT R1 PHONE NO o.tt3
BUILDING OCCUPANCY - -3 /p—/ DESIGNER PHONE______________
TYPE OFCONSTRUCTION Y -P4 CONTRACTOR
BUILDING PORTION BUILDING AREA VALUATION
!.WLTIPLIER
VALUE
1-/"7 CL 7 4'7 s4 z
rQYaJP p/dar7C 7Z4
Air Conditioninz
Coiimercal
• -i 1_@ -
Residential _________________ I .@• 1
Res. or Comm.
-Fire Sprinklers
1
Total Value
2.'—
Buildirid Permit Fee $
Plan Check Fee $ $ 3/ 23
COM HCNTS:
SHEET / OF I 12/87
City Of C risbad
DATE ,(
BUILDING PLANCHECK CHECKLIST
BUILDI
PLANCHECK NO. CB 9 ,-
ij/' L4+niE
PROJECT DESCRIPTIONC i9i/r ie '-'---- '-6
ASSESSOR's PARCELNUMBER: /3 _EST. VALUE a.57 70
ENGINEERING DEPARTMENT
APPROVAL
The Item you have submitted for review has been
approved. The approval is based on plans, Information
and/or specifications provided In your submittal; therefore
any changes to these items after this date, Including field
modifications, must be reviewed by this office to insure
continued conformance with applicable' codes. Please
review carefully all comments attached, as failure to
comply with Instructions in this report can result In
suspension of permit to build.
0 A Right-of-Way permit is required prior to construction
of the following improvements:
DENIAL
Please ;as, the attached report of deficiencies marked
with M Make necessary corrections to plans or
specifications for compliance with applicable codes and
standards. Submit corrected plans and/or specifications
to this office for review. It 55
By
By
By: Date:________
IS 0.4, N,.~~.0/0010ffi -
E9INEE9JNG UThORIZA11ON TO ISSUE BULOING PERMtT;
x X0 0. mWE
ATTACHMENTS
O Dedication Application
O Dedication Checklist
0 Improvement Application
0 Improvement Checklist
0 Future Improvement Agreement
C] Grading Permit Application
O Grading Submittal Checklist
O Right of Way Permit Application
O Right of Way Permit Submittal Checklist
and Information' Sheet
0 Sewer Fee Information Sheet
P:DOCS\CHKLST\BP0OO1.FRM
ENGINEERING DEPT. CONTACT PERSON
NAME: ,, 4 &)-'4'&.
City. of Carlsbad
ADDRESS: 2075 Las Palmas Dr., Carlsbad, CA 92009
PHONE: (6191438-1161, Ext.
A-4
REV 05/11/94
2075 Las Palmas Dr.. Carlsbad, CA 92009-1576. (619) 438-1161 • FAX (619) 438-0894
¶
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1 stfndf 3rd'
LI 0 0 1. Provide a fully dimensioned site plan drawn to. scale. Show:
A.. North Arrow D. Property Lines Easements
Existing & Proposed Structures E. Easements
Existing Street Improvements F. Right-of-Way Width & Adjacent Streets
[El 0 0 2. Show on site plan: . .. .
Drainage Patterns . C. Existing Topography
Existing & Proposed Slopes
0 0 3. Include note: "Surface water to be directed away from the building. foundation at a 2%
gradient for no less than 5' or 2/3 the distance to the property line (whichever is less)."
[Per 1985 UBC 2907(d)5].
On graded sites, the top of any exterior foundation shall extend above the elevation
of the street gutter at point of discharge or the inlet of an approved drainage device
/ a minimum of 12 Inches plus two percent" (per 1990 UBC 2907(d)5.).
0 0 4. Include on title sheet
Site address
Assessor's Parcel Number
Legal Description .
.
For commercial/industrial buildings and tenant improvement projects, include: Total
building square footage with the square footage for each differentuse, existing sewer
permits showing square. footage of different uses (manufacturing, warehouse, office,
etc.) previously approved. . . .
EXISTING PERMIT NUMBER DESCRIPTION .
P:\D0CSCHKLS1RBP0001.FRM. . Page 1 of 4 REV 05/11/94
BUILDING PLANCHECK CHECKLIST
DISCRETIONARY APPROVAL COMPLIANCE
j' df 3rdv'
J I!J 0 5. Project does not comply with the following Engineering Conditions of approval for
Project No. S]i 1) 99-e /te~?) J Qnt17
Conditions were complied with by: Date:_________________
DEDICATION REQUIREMENTS
0 0 .6. Dedication for all Street Rights-of-Way adjacent to the building site and any storm
drain or utility easements on the building site is required for all new buildings and for
remodels with a value at or exceeding $ '-r-O -pursuant to Code Section
18.40.030.
Dedication required as follows:
Attached please find an application form and submittal checklist for the dedication
process. Provide the completed application form and the requirements on the
checklist at the time of resubmittal.
Dedication completed by Date:___________
IMPROVEMENT REQUIREMENTS
o 0 7a. All needed public improvements upon and adjacent to the building site must be
constructed at time of building construction whenever the value of the construction
exceeds $ o—'- - -pursuant to Code Section 18.40.040.
Public improvements required as follows:
Please have a registered Civil Engineer prepare appropriate improvement plans and
submit them together with the requirements on the attached checklist for a separate
plancheck process through the Engineering Department. Improvement plans must be
approved, appropriate securities posted and fees paid prior to issuance of permit.
Attached please find an application form and submittal checklist for the public
improvementS requirements. Provide the completed application form and the
requirements on the checklist at the time of resubmittal.
Improvement Plans signed by: Date:
P:\DOCS\CHKLSt\BP000I.FRM Page 2 of 4 REV 05/11/94
BUILDING PLANCHECK CHECKLIST
1 Sty' 2nd./ 3rd,/ 0 0 0 7b. Construction of the public improvements may be deferred pursuant to code Section
18.40. Please submit a recent property title report or current grant deed on the
property and processing fee of $ so we may prepare the
necessary Future Improvement Agreement. This agreement must be signed, notarized
and approved by the City prior to issuance of a Building Permit.
Future public improvements required as follows:____________________________
Improvement Plans signed by: Date:__________
o 0 7c. Enclosed please find your Future Improvement Agreement. Please return signed and
notarized Agreement to the Engineering Department.
Future Improvement Agreement completed by:
Date:
O 7d. No Public Improvements required. SPECIAL NOTE: Damaged or defective
improvements found adjacent to building site must be repaired to the satisfaction of
the City Inspector prior to occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section 11.06.030
of the Municipal Code.
O 0 • 8a. Inadequate information available on Site Plan to make a determination on grading
requirements. Inc lude accurate grading quantities (cut, fill import, export).'
O 0 0 8b. Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be Submitted together with the completed application form attached.
NOTE: The Grading Permit must be issued and rough grading approval obtained prior
to issuance of a Building Permit. '
/ Grading Inspector sign oft by: •
•
Date:
0 8c. No Grading Permit required. •
P:DOCS\CHKLST\BP0001.FRM Page.3 of 4 • • REV 05111194
BUILDING PLANCHECK CHECKLIST
MISCELLANEOUS PERMITS
2nd,/ 3rd/
0 0 9. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or
private work adjacent to the public Right-of-Way. Types of work include, but are not
limited to: street improvements, trees, driveways, tieing into public storm drain, sewer
and water utilities.
Right-of-Way permit required for
A separate Right-of-Way permit issued by the Engineering Department is required for
the following:
X, 0 0 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee
is noted in the fees section on the following page.
0 0 ii. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial
/11 Waste Permit Application Form and submit for City approval prior to issuance of a
Permit.
Industrial waste permit accepted by: Date:
I.
P:DOCSCHKL51rBPOOO1.FRM Page 4 of 4 - REV 05/11/94
El
ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION
FEE CALCULATION WORKSHEET
o Estimate based on unconfirmed Information from applicant.
,Calculation based on building plancheck plan submittal.
Address:Jfic 1fefiA1t. Bldg. Permit No. _
Prepared by:__________ Date: Checked by: Date:____________________
EDU CALCULATIONS: Ust types and square footages for all uses.
Types of Use: Sq. Ft.- •• EDU's:
Total EDU's: X . ,
ADTCALCULATIONS: List types and square footages for all uses.
Types of Use: Sq-Ft. / tht// 7' ADTs:___________________
Total ADTs:________________
FEES REQUIRED:
PUBLIC FACILITIES FEE REQUIRED XYES 0 NO (See Building Department for amount)
WITHIN CFD: 0 YES (no bridge & thoroughfare fee, INO
reduced Traffic impact Fee)
1.PARK-IN.UEU FEE PARK AREA:________
FEE/UNIT: X NO. UNITS:______
2.TRAFFIC IMPACT FEE J3. ADTs:
BRIDGE AND THOROUGHFARE FEE
ADTs: X
4. FACILITIES MANAGEMENT FEE
SQ.FT.: X
S. SEWER FEE
PERMIT No. $99s3
EDU's: ) vS' X FEE/EDU:J.
BENEFIT AREA: ,t. DRAINAGE BASIN:/E
EDU's: 3-" X FEE/EDU:
S. SEWER LATERAL ($2,500 DEPOSIT)
7. WATER FEE
EDU's: - X
P:\00CS\MISF0RMSBP0002.FRM REV 04/12/94
FEFJADT—.1 F9b 0 id ,
FEE/ADT:__________
ZONE:_________
FEE/SQ. FT.
FEE/EDU: D
TOTAL OF ABOVE FEES:
ro
L!I
41 0
. .g U U 41 41 .0 .0 U U
. U 41 E U
C C 41 41
CL CL
C 41
PLANNING CHECKIIS1
Plan Check No. -*? Address 1 j U 1611 L4rf
PlannerCJ1rL> Defevko Phone 438-1161 ext. tg5
(Name)
APN: !22.0-27
Type of Project and Use [AICI( MTfOU&CIQJTSeJ 6qvq
Zone - Facilities Management Zone
CFD ('out) #______________ circle (It property in, compl__ete SPECIAL TAX CALCULATION
WORKSHEET provided by Building Department.)
Legend
[21 - Item Complete
Item Incomplete - Needs your action
1, 2, 3 Number in circle indicates plancheck number where deficiency was
..identified
M WE Environmental Review Required: YES NO "1YPE
DATE OF COMPLETION: 10,
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval
O [E1i ' Discretionary Action Required: YES {NO - TYPE
APPROVAWRESO. NO. DATE:
PROJECT NO. SEX) q'j-o
OTHER RELATED CASES:
Compliance with conditions of approval? If not, state conditions which require
Conditions of Approval ) P- PFF, 0 F Ju (_' Jy ? n ct id-i r
V CE 19prPL—, WLb (uh( k-j t4—i c
gi I
O 0 California Coastal Commission Permit Required: YES - NO
DATE OF APPROVAL:
San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725
(619) 521-8036
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval
D1J 0 Inclusionary Housing Fee required: YES NO
(Effective date of lncliisiànary Housing Ordinance - May 21 1993.)
4 • ;
Site Plan:
Provide a fully dimensioned site plan drawn to scale. Show: North
arrow, property lines, easements, existing and proposed structures,
streets, existing street improvements, right-of-way width, dimensioned
setbacks and existing topographical lines.
Provide legal description of property, and assesso?s parcel number.
1. Setbacks:
D'DD
0-Do
Front: Required
Int. Side: Required
Street Side: Required
Rear: Required
Lot coverage: Required
Height: Required
Parking: Spaces Required
Guest Spaces Required
20 Shown
1711 Shown f 7/F
Shown
3'hLfOWfl 30'
L.fd2o Shown 2076
30 Shown 29.7'
Shown J
p Shown\.
0 0 0 Additional Comments
OK TciUE AND ENTERED* APPROVAL INTO MPUTE>_L&'DDATE R i if
City of Carlsbad
NOTICE OF REQUEST FOR AN ADMINISTRATIVE PERMIT FOR A SECOND DWELLING UNIT
Notice is hereby given that an administrative permit has been applied for to allow 'a second
dwelling unit on property generally located at 1815 McCauley Lane, Carlsbad; California,
and more particularly described as:
Parcel 2 of Parcel Map No. 12926, in the City of Carlsbad,
County of San Diego, State of California, filed in the office of
the County Recorder of San Diego County, September 27,
1983 as File No. 38-345509 of official records.
If you have any objectioth to the granting of this v& or wish to have an informal
hearing to discuss the requested variance, please notify the Planning Department, 2075 Las
Palmas Drive, Carlsbad, California 92009, in writing within 10 days of the date of this
notice. If you have any questions, please call Chris DeCerbo in the Planning Department
at 438-1161, extension 4445.
CASE FILE: SDU 94-01
CASE NAME: LADWIG SECOND UNIT
DATE: JULY 19, 1994
CiTY OF CARLSBAD PLANNING DEPARTMENT
RECEIVED
JUL 2.01994
LADWIG DESIGN OR
2075 Las Palmas Drive • Carlsbad. California 92009-1576 - (619) 438-1161 ZIA
PRELIMINARY GEOTECHNICAL STUDY
1815 MCCAULEY LANE, CARLSBAD, CALIFORNIA
MR. ROY BLACKFORD
2942 HARDING STREET, SUITE E
CARLSBAD, CALIFORNIA 92008
W.O. 1725-SD JULY 12, 1994
GeoSoils, Inc.
TABLE OF CONTENTS
SITE DESCRIPTION . 1
PROPOSED DEVELOPMENT ...............................................1
FIELD EXPLORATION ....................................................2
EARTH MATERIALS .....................................................2
Topsoil/Highly Weathered Terrace Deposits ..............................2
Terrace Deposits ..................................................2
GROUNDWATER ........................................................2
GEOLOGIC STRUCTURE .................................................3
FAULTING AND REGIONAL SEISMICITY ......................................3
Other Hazards Considered . ..........................................3
LABORATORY TESTING ..................................................4
General.........................................................4
Laboratory Standard Maximum Dry Density ..............................4
Expansion Tests ..................................................4
CONCLUSIONS ........................................................4
RECOMMENDATIONS-EARTHWORK CONSTRUCTION ...........................5
Removals and Fill Placement .........................................5
Earthwork Balance .................................................6
FOUNDATION RECOMMENDATIONS ........................................6
General.........................................................6
BearingValue ..............................................6
Lateral Pressure .............................................7
Construction.....................................................7
Conventional Floor Slabs ............................................7
DEVELOPMENT CRITERIA ................................................8
Landscape Maintenance and Planting ..................................8
Site Improvements .................................................8
Footing Trench Excavation ..........................................9
Trenching.......................................................9
Drainage........................................................9
Utility Trench Backfill ...............................................9
PLAN REVIEW .........................................................10
LIMITATIONS .........................................................10
GeoSoits, Inc.
Geotechnical. Geologic. Environmental
5741 Palmer Way • Carlsbad, California 92008 • (619) 438-3155 • FAX (619) 931 -0915
July 12, 1994
W.O. 1725-SD
MR. ROY BLACKFORD
2942 Harding Street, Suite E
Carlsbad, California 92008
Subject: Preliminary Geotechnical Study
1815 McCauley Lane, Carlsbad, California
Dear Mr. Blackford:
In accordance with your request, GeoSoils, Inc. has performed a preliminary geotechnical study
concerning proposed development at the subject site. The purpose of our study was to evaluate
the nature of earth materials underlying the site and to provide recommendations for site
preparation, earthwork construction and foundation design/construction based on our findings.
SITE DESCRIPTION
The rectangular shaped property is located on the south side of McCauley Lane in the City of
Carlsbad, California (Figure 1). Topographically, the site is nearly flat lying to very gently west
sloping. Surrounding residential developments exist on the east and west sides of the property.
Carlsbad Village Drive is situated along the southern site boundary. The subject site is currently
occupied by an existing single story wood frame residence, located toward the southern portion
of the lot, with associated parking and landscaped areas. It is our understanding that the site
is to generally remain in its current condition, with the exception of the proposed development
discussed below.
PROPOSED DEVELOPMENT
Currently proposed improvement/development of the property consists of preparing the site for
the construction of a 1,363 square foot detached two story wood frame structure, consisting of
lower level garage and storage areas and second level living quarters, using a conventional
foundation system to support the superstructure, and an on grade concrete slab for floor support.
Miscellaneous paving and flatwork construction will also be performed. The structure is
proposed to be located north of the existing site residence (see Plate 1).
It is assumed that site grading will utilize typical cut and fill grading techniques to attain the
desired pad and land improvement configurations. Data collected during our field evaluation is
NORTH
APPROXIMATE SCALE 1"=2,400'
FROM THOMAS BROTHERS GUIDE, 1994 EDITION
SITE LOCATION MAP
DATE 7/94 Iwo. NO. 1725-SD IBY EL
Soil Mechanics • Geology • Foundation Engineering
FIGURE 1
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 2
presented on the 111=101± scale conceptual map prepared by Roy R. Blackford A.I.A. (Plate 1,
Geotechnical Map).
FIELD EXPLORATION
Subsurface site conditions were explored by excavating 4 hand auger borings. Field exploration
was performed on July 6, 1994 by one of our staff geologists, who logged the borings and
obtained representative samples of the earth materials for laboratory testing. Boring excavations
were all 3± feet in depth. A log of each boring is presented in Appendix I. The approximate
locations of the borings are shown on the enclosed Geotechnical Map (Plate 1).
EARTH MATERIALS
Earth materials encountered onsite consist of topsoil and terrace deposits of the Linda Vista
Formation.
Topsoil/Highly Weathered Terrace Deposits (unmapped)
A thin veneer of topsoil/highly weathered terrace material blankets the area of proposed
construction. This material typically consists of light brown silty sand. Maximum thickness
encountered was 1.5 feet, in boring B-i, but thicker zones may be present. Topsoil/highly
weathered terrace material observed in the borings was generally loose, somewhat porous and
dry. Based upon field observations, this material is considered unsuitable for structural support
in its present condition, but it may be utilized as structural fill provided it is properly reprocessed
and compacted.
Terrace Deposits (map symbol Qt)
Terrace deposits consisting of orange brown, silty sandstone were encountered in all borings
excavated. This material was surficially weathered, damp to slightly moist, and becomes
noticeably denser with depth.
GROUNDWATER
Groundwater was not encountered in any of our boring excavations and is not anticipated to
adversely affect site development. These observations reflect site conditions at the time of this
geotechnical evaluation and does not preclude changes in local groundwater conditions in the
future.
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 3
GEOLOGIC STRUCTURE
Bedding within the terrace deposits was not discernable in our boring excavations. Regional
geologic maps (Reference 1), likewise do not depict geologic structure in this area. Relatively
flat lying to gently west dipping structure is common in San Diego County and, is suggested by
existing surface topography.
FAULTING AND REGIONAL SEISMICITY
No known active or potentially active faults are shown on published maps in the vicinity of the
site (Jennings, 1992). No evidence for faulting was encountered in any of our exploratory
excavations.
There are a number of other faults in the Southern California area which are considered active
and would have an affect on the site in the form of ground shaking, should they be the source
of an earthquake. These include, but are not necessarily limited to the San Andreas Fault, the
San Jacinto Fault, the Elsinore Fault, the Coronado Bank Fault Zone and the Rose Canyon Fault
Zone.
It should be noted, that there is no published or unpublished consensus on the relative seismic
activity of the Rose Canyon Fault Zone. Studies at one location in Rose Canyon have indicated
Holocene activity along a strand of this fault zone (Lindvall, et. al, 1989). As a result of these
studies, the State of California has classified portions of this fault within the City of San Diego as
active.
The possibility of ground acceleration or seismic shaking at the site may be considered as
approximately similar to the Southern California region as a whole. The relationship of the site
location to the major mapped faults within Southern California is indicated on the Fault Map of
Southern California (Figure 2).
Peak horizontal accelerations for the site were determined based on the random mean
attenuation curve developed by Sadigh (1989). Based on this method, the largest peak
horizontal accelerations anticipated at the site would be 0.215g assuming a maximum probable
6.0 magnitude earthquake on the Rose Canyon Fault, (5 miles west of the site). The acceleration-
attenuation relations of Sadigh have been incorporated into the EQFAULT (Blake, 1989) computer
program. EQFAULT is a computer program, which produces deterministic values of horizontal
accelerations from digitized California faults. The results of this computer file search and
computations are enclosed in Appendix II.
Other Hazards Considered
The following list includes other potential seismic related hazards that have been considered with
respect to the site. In our opinion, the potential for these hazards to affect the site is considered
negligible.
GeoSoils, Inc.
32
33.
Modified after Friedman and
Others, 1976
FAULT MAP
OF SOUTHERN CALIFORNIA
DATE JULY. 19941W.ONO 1725-5fl
Geotechnical. Geologic. Environmental
FIGURE
FORM 89/22 - ..FIGURE 2...
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 4
Ground lurching or shallow ground rupture
Surface fault rupture
Dynamic settlements
Liquefaction
LABORATORY TESTING
General
Laboratory tests were performed on representative samples of the onsite earth materials in order
to evaluate their physical characteristics and engineering properties. The test procedures used
and subsequent results are presented below.
Laboratory Standard Maximum Dry Density
To determine the compaction character of representative samples of on site soils, laboratory
testing was performed in accordance with ASTM Test Method D-1557-91. The following table
presents results of this testing:
MI. MAXIMUM DRY OPTIMUM MOISTURE ~ I., ~ -
B-i @ 0-1.5' Brown silty SAND 121.0 13.5
8-2 @ 1-2' Red brown silty SAND 135.5 9.5
Expansion Tests
An expansion index test was performed on a representative sample of site material. Testing was
performed in accordance with Standard 29-2 of the Uniform Building Code. An expansion index
(El) of less than 1 was determined for the material obtained from boring B-i at a depth of 0-1.5
feet. This test result is classified as having very low expansion potential.
CONCLUSIONS
Based on our field exploration, laboratory testing, engineering and geological analyses, it is our
opinion that the project site is suited for the proposed development from a geotechnical
engineering and geologic viewpoint. The recommendations presented herein should be
incorporated into the final design, grading and construction phases of development.
The engineering and geologic analyses performed and the recommendations presented, have
been completed using the information provided. In the event that information concerning
proposed development is not correct, or any changes in site design are made, the conclusions
and recommendations contained in this report shall not be considered valid unless the changes
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 5
are reviewed and the recommendations presented are modified or approved in writing by this
office.
The primary geologic and geotechnical conditions which affect proposed site development are
summarized below:
Depth of removals.
Engineering properties of onsite soils.
Potential for encountering existing underground septic tanks, leach lines or other
unknown improvements.
Potential for ground shaking to occur at the site as generated by a seismic event on one
of the nearby faults.
RECOMMENDATIONS-EARTHWORK CONSTRUCTION
All grading should conform to the guidelines presented in Appendix Ill, Chapter 70 of the Uniform
Building Code, and the requirements of the City of Carlsbad, except where specifically
superseded in the text of this report.
During earthwork construction all removals, and the general grading procedures of the earthwork
contractor should be observed and the fill selectively tested by a representative(s) of this office.
If unusual or unexpected conditions are exposed in the field, they should be reviewed by this
office and if warranted, modified and/or additional recommendations will be offered. Specific
guidelines and comments pertinent to the planned development are offered in the following
sections.
Removals and Fill Placement
Debris, vegetation and other deleterious materials should be removed from the areas proposed
for structural fill prior to fill placement. Any existing fills, topsoil or otherwise compressible
materials should be removed to expose competent underlying material. Removal depths are
anticipated to range between 1 to 2 feet below existing grade for topsoil/highly weathered terrace
materials. Locally deeper removals may be recommended based on exposed field conditions.
A fill blanket equal to or greater than one and one half times the width of the foundation system
should be provided below the foundation system. This fill blanket should extend a minimum of
five feet laterally outside the building envelope and may be provided via a combination of
removals, overexcavation and/or scarification. The exposed removal bottom should be relatively
uniform; significant undulations should be smoothed out.
Prior to fill placement the exposed competent material should be scarified to a depth of 6±
inches, moisture conditioned to at least optimum moisture content and then compacted.
Subsequent to this procedure of removals and ground processing (preparation), excavated onsite
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 6
soils may be placed in thin (4± to 8± inch) lifts, cleaned of vegetation and debris, brought to at
least optimum moisture content, and compacted to a minimum relative compaction of 90 percent
of the laboratory standard ASTM Test Method 0-1557-91.
If fill material is to be imported to the site for use as compacted fill, a sample of the import should
first be provided to the project soil engineer to evaluate its compatibility with onsite material, prior
to bringing to the site.
Earthwork Balance
The volume change of excavated materials upon compaction as engineered fill is anticipated to
vary with material type and location. However, the overall earthwork shrinkage and bulking may
be approximated be using the following parameters:
Topsoil/Highly Weathered Bedrock ...........................5% to 10% shrinkage
Weathered Bedrock ..........................................0% to 5% bulking
It should be noted that the above factors are estimates only, based on preliminary data. Final
earthwork balance factors could vary.
FOUNDATION RECOMMENDATIONS
General
In the event that the information concerning the proposed development is not correct, or any
changes in the design, location or loading conditions of the proposed structure are made, the
conclusions and recommendations contained in this report shall not be considered valid unless
the changes are reviewed and conclusions of this report are modified or approved in writing by
this office.
The information and recommendations presented in this section are not meant to supersede
design by the project structural engineer. Upon request, GSI could provide additional
input/consultation regarding soil parameters, as related to foundation design.
Our field work and laboratory testing indicates that onsite soils are very low in expansion
potential. Preliminary recommendations for foundation design and construction are presented
below based on the assumption that very low expansion materials will be used for support of the
proposed structure. The foundation system should be designed and constructed in accordance
with the guidelines contained in the Uniform Building Code.
Bearing Value:
Conventional spread and continuous. strip footings may be used to support the proposed
structure, provided they are founded entirely in compacted fill or competent bedrock.
An allowable bearing value of 1,500 pounds per square foot should be used for design
of continuous footings 12 inches wide and 12 inches deep and for design of isolated pad
footings 24 inches square and 12 inches deep, into compacted fill or competent bedrock
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 7
or formational material. This value may be increased by 250 pounds per square foot for
each additional 12 inches in depth and by 150 pounds per square foot for each additional
12 inches in width to a maximum value of 2500 pounds per square foot. The above
values may be increased by one-third when considering short duration seismic or wind
loads.
Lateral Pressure:
Passive earth pressure may be computed as an equivalent fluid having a density of 300
pounds per cubic foot per foot of depth, to a maximum earth pressure of 2500 pounds
per square foot.
An allowable coefficient of friction between soil and concrete of 0.4 may be used with the
dead load forces.
When combining passive pressure and frictional resistance, the passive pressure
component should be reduced by one-third.
All footings should maintain a minimum 7 foot horizontal set back from the base of the
footing to any descending slope. Footings for structures adjacent to retaining walls
should be deepened so as to extend below a 1:1 projection upward from the bottom
inside edge of the wall stem.
Construction
The following preliminary recommendations are for the proposed construction, in consideration
of our field investigation, laboratory testing and engineering analysis:
Exterior footings should be founded at a minimum depth of 12 inches below the lowest
adjacent ground surface for single story and 18 inches for two story structures.
However,all exterior footings should penetrate the slab sub-base and be embedded into
the underlying compacted fill or competent formational materials. Interior footings should
be founded at a minimum depth of 12 inches below the lowest adjacent ground surface.
All footings should be minimally reinforced with two No. 4 reinforcing bars, one placed
near the top and one placed near the bottom of the footing.
Exterior post supports should be founded at a depth of 24 inches below the lowest
adjacent grade and tied to the main foundation system with a grade beam.
2. A grade beam, reinforced as above, and at least 12 inches wide should be utilized across
large (i.e., garage) entrances. The base of the reinforced grade beam should be at the
same elevation as the bottom of adjoining footings.
Conventional Floor Slabs
Concrete slab on grade construction is anticipated. The following criteria are considered
minimum design parameters for the slab and they are in no way intended to supersede design
by the structural engineer. They do not account for concentrated loads from fork lifts or other
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 8
machinery. Slabs in areas subject to higher loads should be designed by the project structural
engineer.
The subgrade should be compacted to a minimum 90 percent of the laboratory maximum
density. Moisture conditioning is recommended for these soil conditions. The moisture content
of the subgrade soils should be equal to or greater than the soils optimum moisture, to a depth
of 12 inches below pad grade in the slab areas and verified by this office within 48 hours of
pouring slabs and prior to placing visqueen or reinforcement.
Slabs should be a minimum of 4 inches thick and be minimally reinforced with No. 3 reinforcing
bars on 18 inches centers both ways or equivalent reinforcement. Reinforcing should be properly
supported to ensure placement near the vertical midpoint of the slab. Concrete slab control
joints should be placed in accordance with current standards of practice.
Concrete slabs should be underlain with a minimum of two inches of sand. In addition, where
moisture condensation is undesirable, a vapor barrier consisting of a minimum six mil thick,
polyvinyl chloride or equivalent membrane, with all laps sealed, should be provided below the
two-inches of sand.
DEVELOPMENT CRITERIA
Landscape Maintenance and Planting
Water has been shown to weaken the inherent strength of all earth materials. Slope stability is
significantly reduced by overly wet conditions. Graded slopes constructed within and utilizing
onsite materials would be erosive. Eroded debris may be minimized and surticial slope stability
enhanced by establishing and maintaining a suitable vegetation cover as soon as possible after
construction. Compaction to the face of fill slopes would tend to minimize short term erosion
until vegetation is established. Plants selected for landscaping should be light weight, deep
rooted types which require little water and are capable of surviving the prevailing climate.
Only the amount of irrigation necessary to sustain plant life should be provided. Over watering
the landscape areas could adversely affect proposed site improvements. We would recommend
that any proposed open bottom planters adjacent to proposed structures be eliminated for a
minimum distance of 10 feet. As an alternative, closed bottom type planters could be utilized.
An outlet placed in the bottom of the planter, could be installed to direct drainage away from
structures or any exterior concrete flatwork.
From a geotechnical standpoint, leaching is not recommended for establishing landscaping. If
the surface soils are processed for the purpose of adding amendments they should be
recompacted to 90 percent compaction.
Site Improvements
Recommendations for exterior concrete flatwork design and construction can be provided upon
request. If in the future, any additional improvements are planned for the site, recommendations
concerning the geological or geotechnical aspects of design and construction of said
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 9
improvements could be provided upon request. This office should be notified in advance of any
additional fill placement, regrading of the site, or trench backfilling after rough grading has been
completed. This includes any grading, utility trench and/or retaining wall backflhls.
Footing Trench Excavation
All footing trench excavations should be observed and approved by a representative of this office
prior to placing reinforcement. Footing trench spoil and any excess soils generated from utility
trench excavations should be compacted to a minimum relative compaction of 90 percent if not
removed from the site.
Trenching
Considering the nature of the onsite soils, it should be anticipated that caving or sloughing could
be a factor in subsurface excavations and trenching. Shoring or excavating the trench walls at
the angle of repose (typically 25 to 45 degrees) may be necessary and should be anticipated.
All excavations should be observed by one of our representatives and conform to national and
local safety codes.
Drainage
Positive site drainage should be maintained at all times. Drainage should not flow uncontrolled
down any descending slope. Water should be directed away from foundations and not allowed
to pond and/or seep into the ground. Pad drainage should be directed toward the Street or other
approved area. Roof gutters and down spouts should be considered to control roof drainage.
Down spouts should outlet a minimum of five feet from the proposed structure or into a
subsurface drainage system. Areas of seepage may develop due to irrigation or heavy rainfall.
Minimizing irrigation will lessen this potential. If areas of seepage develop, Recommendations
for minimizing this effect could be provided upon request.
Utility Trench Backfill
Utility trench backfill should be placed to the following standards.
All interior utility trench backfill should be brought to near optimum moisture content and
then compacted to obtain a minimum relative compaction of 90 percent of the laboratory
standard. As an alternative for shallow (12± inches) under slab trenches, sand having
a sand equivalent value of 30 or greater may be utilized and jetted or flooded into place.
Observation, probing, and/or testing should be accomplished to verify the desired results.
2. Exterior trenches in structural areas, beneath hardscape features and in slopes, should
be compacted to a minimum of 90 percent of the laboratory standard. Sand backfill,
unless excavated from the trench, should not be used adjacent to perimeter footings or
in trenches on slopes. Compaction testing and observation, along with probing should
be performed to verify the desired results.
GeoSoils, Inc.
MR. Roy BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 10
PLAN REVIEW
Specific grading and foundation plans should be submitted to this office for review and comment
as they become available, to minimize any misunderstandings between the plans and
recommendations presented herein. In addition, foundation excavations and earthwork
construction performed on the site should be observed and tested by this office. If conditions
are found to differ substantially from those stated, appropriate recommendations would be offered
at that time.
LIMITATIONS
The materials encountered on the project site and utilized in our laboratory study are believed
to be representative of the total area. However, variations from the anticipated conditions and
actual field conditions should be expected. Test excavations are reflective of the soil and rock
materials only at the specific location explored. Site conditions may vary due to seasonal
changes or other factors. GeoSoils, Inc. assumes no responsibility or liability for work or testing
performed by others.
Since our study is based on the site materials observed, selective laboratory testing and
engineering analyses, the conclusions and recommendations are professional opinions based
upon those parameters. These opinions have been derived in accordance with the current
standards of practice and no warranty is expressed or implied. Standards of practice are subject
to change in time.
GeoSoils, Inc.
vc.OFESs,o
ek
LU
(
No. 439
) * Exp. 63og *
MR. Roy BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 11
If you should have any questions regarding this report, please do not hesitate to contact this
office.
Respectfully submitted,
GeoSoils, Inc.
Edward H. LaMont
Staff Geologist
~"c Vvo.-134
Principal Geologist
EHL/PLM/AJJ/mb
Enclosures: Reference List
Appendix I, Boring Logs
Appendix II, EQFAULT data
Appendix Ill, Grading Guidelines
Plate SH-1, Shear Test Diagram
Plate 1, Geotechnical Map
cc: (4) Addressee
Civil En ne ,RCE 1 431
Geotechnical Engineer, GE 439
GeoSoils, Inc.
REFERENCE LIST
Weber, F. Harold Jr., 1982, Geologic Map of Northcentral Coastal Area of San Diego,
California, By California Division of Mines and Geology, 1:24,000 Scale.
Jennings, Charles W., 1992, Preliminary Fault Activity Mai of California, California
Division of Mines and Geology; Open File Report 92-03; 1:750,000 Scale.
Lindvall, S., Rockwell, T. and Lindvall, E., 1989, The Seismic Hazard of San Diego
Revised: New Evidence for Magnitude 6+ Holocene Earthquakes on the Rose Canyon
Fault Zone, in Roquemore et. al. eds., Proceedings from a Workshop on 'The Seismic
Risk in the San Diego Region: Special Focus on the Rose Canyon Fault System", 106
pp.
Blake, Thomas F., 1989, EQFAULT Computer Program for the Deterministic Prediction
of Horizontal Accelerations from Digitized California Faults.
GeoSoils, Inc.
APPENDIX I
BORING LOGS
GeoSoils, Inc.
DATE EXCAVATED: 7/6/94
EXCAVATION METHOD: HAND AUGER
LOGGED BY: EHL
LOG OF BORINGS
Boring Depth (ft.) Material Description
B-i 0-1.5 TOPSOIL/HIGHLY WEATHERED TERRACE DEPOSITS:
Light brown SAND with silt (SM), loose to medium dense,
dry, slightly porous, occasional rootlets.
1.5-3 TERRACE DEPOSITS: Orange brown silty SANDSTONE,
fine grained medium dense, friable, slightly moist.
Total depth= 3 feet
No caving
No groundwater
Hole backfilled
B-2 0-0.1 LANDSCAPE GRAVEL: Gray, 3/4" average diameter.
0.1-0.5 HIGHLY WEATHERED TERRACE DEPOSITS: Light brown
SAND with silt (SM), loose to medium dense, dry, slightly
porous, occasional rootlets.
0.5-3 TERRACE DEPOSITS: Orange brown silty SANDSTONE,
fine grained, medium dense to dense, friable, slightly moist
to moist, occasional pebble.
Total depth= 3 feet
No caving
No groundwater
Hole backfilled
GeoSoils, Inc.
ROY. R. BLACKFORD A.I.A. JULY 12, 1994
W.O. 1725-SD
LOG OF BORINGS (CONT.)
Boring Depth (ft.) Material Description
B-3 0-0.2 LANDSCAPE GRAVEL: Gray, 3/4" average diameter.
0.2-1 WEATHERED TERRACE DEPOSITS: Orange brown silty
SANDSTONE, loose to medium dense, friable, moist.
1-3 TERRACE DEPOSITS: Light orange brown silty
SANDSTONE, fine grained, medium dense to dense,
slightly moist.
Total depth= 3 feet
No caving
No groundwater
Hole backfilled
B-4 0-1 TOPSOIL/HIGHLY WEATHERED TERRACE DEPOSITS:
Light brown silty SAND (SM), loose, dry.
1-1.5 WEATHERED TERRACE DEPOSITS: Light brown silty
SANDSTONE; loose to medium dense, very friable, porous,
slightly moist.
1.5-3 TERRACE DEPOSITS: Light orange brown silty
SANDSTONE, fine grained, medium dense to dense,
slightly moist.
Total depth= 3 feet
No caving
No groundwater
Hole backfiHed
GeoSoils, Inc.
APPENDIX II
EQFAULT DATA
GeoSoils, Inc.
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DETERMINISTIC SITE PARAMETERS ------------------------------
c•e
------------------------------------------------------------------------------
I IMAX. CREDIBLE EVENT!
APPROX. 1-------------------
AOBREV.IATED IDISTANCE 1 MAX.! PEAK ! SITE
FAULT NAME I ml (km) ICRED .1 SITE IINTENS!
MAGIACO. a! MM
IANACAPA I100
-----------------
---------
(1 1 I 7.001 0 .0211 IV
--------------------------
............ ..L----- t ------ !-.......--. ------
!BLUE CUT I 80 (129)1 7.001 0.0241 IV
................................_............................................................................................._ -------------------------- 1 --------- 1 - . ------ .. ....................
!BORREGO MTN. (Sr Jaclntcfl 66 (1060 6.501 0.0201 IV -------------------------- .............-*.............-....- .................---...........-..-..--..I --------- ........------I ------ ......-. ........-
CAMP ROCK-EM ER.-COPPER MTNI QS (152! 7.001 0.01 TV
t'A Ic'M..-CIA!( (S .ja cin jl 45 ( 75'1 7 .001 0 .0511 VI
ICATALINA ESCARPMENT ! 35 ( 59)! 7.001 o.osgi VI
............................................................................. .............................._ -------------------------- ; ----
........................................
CHINO 1 46 C 74)1 7.001 0.0521 VI --------------------------- ! --------- . ----- ! ------ I ------
!COYOTE CREEK (Sr J.clr:to)l 50 ( 81)1 7.001 0.0461 VI
CUCAMONGA 1
................- ...........-..................................._ ......................_
70 (1130
...................................................I
7.001 0.0351
................................................
V
'ELSINORE 1 23 ( 371 7.501 0.1561 VIII
ELYSIAN PARK SEISMIC ZONE 76 (1224 7.001 0.0311 V
GLN.HE! Fi'.!--!YT! F (r-..r.! MNT!
.... -----------------
49
.._
1 7 7.001
I ••••_••••!'.-.-.............-!
.............................................
0.0471 VI
--------
IHEL.NDALE 83
I---------
(134)1 7.301 0.0301 V 1 --------------------------
HOMESTEAD VALLEY I 94 (151)1 7.501 0.0301 V
H I --------- .......- ........
HOT S- BUCK RDG..(S..Jcir1to)! 50 ( 80)! 7.001 0.0471 VI
JOHNSON VALLEY I 86 (1394 7.501 0.0341 V
...........................................................................................! --------- ! ..............--! ........................................
LA NACTflN 2. ( )! S .501 0.0931 VII
...............................................................................................................
LENOOO-OLD WOMAN SPRINGS --------------------------- .---------
go (145)1 7.301 0.0271 V
MALIBU COAST I -t ....
g3
..
.
(150)1
-----
7.50 1
! ..........................................
0.035 1 V
!NEWPORT-INGLE4OOD-.OFFSHORE!
i
9
................
( 14)1
----- !
7 .00 1
------
0.255!
......
IX -----------------
--------- ......-
NORTH FRONTAL FAU L T ZONE 77 (124)1 7.701 0.0471 VI
-------------------------- --------- 1 ----- 1 ------
NORTHRIDGE HILLS gg (159)1 6.501 0.0131 III -------------------------- _ --------- - ..........•....I._...... I
IPALOS VERD-.CORON.El.--A.BLANI 22
I
( 35)1 7.501
I
0.1641 VIII
...........................................................
PINTO MOUNTAIN -- MORONGO 1 72 (117)1 7.301 0.035! V
--------------------------
!RAYMOND ! 79 (127)1 7.501 0.046! VI
..................................................................................I --------- ----- ! ------ I ------
WAX. PROBABLE EVENT
MAXJ PEAK 1 SITE
IPROS.! SITE !TNTFNS!
i MAC...!ACC.. ! MM
*
I 5.001 0.0031 1
6.001 o.00gi III
....L........
--_
1 5.751 0.0101 III
.---.........I-...........
1 5.75! 0.0051 II
5 .75! 0 .0411 V
I S .20 0 .0 3 71 V
..
1 5.501 0.0151 IV
! ............... ..............
._
5-751 0.0141 IV
I..................-- I
6.251 0.0171 IV
.. ......................! ..........
1 5.751 0.0971 VII
5751 oOog! III
Sn! 0 .0 311 V
I ..--....-.-...- ....._
5.751 0.0071 II
I .-...............H............
001 0 .0011 -
I........-..............................
vool 0.01y iv
5.251 0.0041
I ......._................................
4.251 0.0121 III
..... . ...... I ........................
1 5.251 0.0031 I ------ H--............
1 6.50! 0.0141 IV
I 5.751 0.1251 VII
-._..*.I.-............._I -......-!
I 5.70 0.008! Ii
I 5.001 0.0031 1
'. ................................
6.751 0.1031 vu
I 5-75! 0.0081 Iii
I 4.001 0.0011 -
DETERMINISTIC SITE PARAMETERS
--------------------------------
-
--------------------------------------------------------------------------------
!MAX. CREDIBLE EVENT! M.AX PROBABLE EVENT!
APPROX. !-------------------
AE!BREVIATED !DISTANCE ! MAX.! PEAK ! SITE 11 MAX.! PEAK I SITE
FAULT NAME I mi (km'. !CP.ED! SITE 1INTENS11PR08.1 SITE ITNTF4S1
MAGHACO. c MM I! MAO !ACC r! MM -------------------------- 1 --- ......... .....................................I - ..........-----
.............................. ...............I...........-......L............
9)1 7 .001
3301 Q
.001 0.2151 Vill 1 -------------------------- . .......
. .i. .. H .
SAN .ANDREAS (Coachella V.)' 72 (116)1 8.001 0.0551 VI H 7.00' 0.0281 V -------------------------- -----
---- , ----- ...................................................1.........- ............................
!SAN ANDREAS (Mojave) 70 (12S'! Rfl! 007.I \/TT I! 0 ,0 0 1 fl flRI VI
-------------------------- 1 --------- 1 -- ...... ..................-........................................................'...................!...... ----- ;------
SAN ANDREAS (S 3rn.Mtr.l 67 (108)! 8.001 0.0711 VI M 6.75! 0.0251 V
-------------------------- 1 --------- 1 ----- 1..- ............................................!'.. ......... ------ 'SAN CLEMENTE SAN ISIDRO ! 56 C 200 8.001 0.0801 VII H 6.501 0.026! V
SAND HILLS ! 24 (152)1 8.001 004E.! VI 11 6.751 0.010 IV i
-------------------------- ............... ................... ------ I ------ .. ----- . ------ ....................
SAN DIEGO TRG!1 --AHI SOL.1 31 ( 511 7.501 0.1161 VTI Ii 6.21 0.045' VI --------------------------- --------- . ----- . ------ H _ ........................._.-I ............
SAN GABRIEL 1 83 (134)1 7.001 0.0231 IV H 5.751 0.0071 U
SAN GORGON I O BANNING ' 60 ( 96)1 7 .501 0.055i v: 11 7 .001 0.044 1 Vi
-------------------------- . --------- . ----- . ------ ! ! !------ ! .........
'SANTA MONICA - HOLLYWOOD ! 84 (136)1 7.501 0.0421 VI H 5 .2SI 0.0051 II
--------------------------
1
-.... ....................L........ ............................. ........ ---- .. ----- ! ------ i ...............
SIERRA MADRC..-SAN FFRNANDO 1 73 (1181 7.501 0.0511 VI 11 6.001 0.0121 III I
.......................................................................................-...., --------- I----- . ------ . ------ !' ----- I ------
H!S (S .!rl! OS (1380 7.00' 0.0221 IV H 6.25' 0.0101 III
--------------
------------ 1 ----..__ ............ ----- . ------ . ------ iL ----- ' ..............
!SUPERSTITIONMTN.(S.jci! 81 (130! 7.001 0.024 1 IV H 6.251 0.0121 III
.................-....................................... ............i ...........................................I...............................................' ----- .------
VERDUGO 1 81 (131)1 6.701 0.0211 . IV H 4.501 0.0021
-------------------------- I. ----- . ------ I ------ HL ----- I ------ I------
!HITTIER NORTH ELSINORE 1 44 ( 71)1 7.501 0.0721 VII 11 6.001 0.0221 IV
-------------------------- I --------- .....................------ I ------ 1 .
IC * IC * * * IC IC IC IC IC * * IC IC IC IC IC IC IC IC IC IC IC IC * IC IC * IC IC IC IC IC IC IC IC IC IC * IC * IC IC IC * IC IC IC IC IC IC IC IC IC IC * * IC IC IC IC IC IC IC IC IC IC IC IC IC IC IC ICIC IC
END OF SEARCH- 40 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
TT IS ABOUT 5.5 MILES AWAY.
..ARGESTMAXIMUM-CREDIBLE SITE ACCELERATION: 0.330
ARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.215 •
APPENDIX Ill
GRADING GUIDELINES•
GeoSoits, Inc.
GRADING GUIDELINES
Grading should be performed to at least the minimum requirements of the governing agencies,
Chapter 70 of the Uniform Building Code and the guidelines presented below:
Site Clearing
Trees, dense vegetation, and other deleterious materials should be removed from the site. Non-
organic debris or concrete may be placed in deeper fill areas under direction of the Soils
Engineer.
Light, dry grasses may be thinly scattered and incorporated into the fill under direction of the
Soils Engineer, provided concentrations of organics are not developed.
Subdrainage
Subdrainage systems should be provided in all canyon bottoms and within buttress and
stabilization fills prior to placing fill. Subdrains should conform to schematic diagrams
GS-1, GS-3, and GS-4, approved by the Soils Engineer.
For canyon subdrains, runs less than 500 feet may use six inch pipe. Runs in excess of
500 feet should have the lower end as eight inch minimum.
Filter material should be Class 2 permeable filter material per California Department of
Transportation Standards tested by the Soils Engineer to verify its suitability. A sample
of the material should be provided to the Soils Engineer by the contractor at least two
working days before it is delivered to the site. The filter should be clean with a wide
range of sizes. As an alternative to the Class 2 filter, the material may be a 50/50 mix of
pea gravel and clean concrete sand which is well mixed, or clean gravel wrapped in a
suitable filter fabric.
An exact delineation of anticipated subdrain locations may be determined at 40 scale plan
review stage. During grading, the Engineering Geologist should evaluate the necessity
of placing additional drains.
All subdrainage systems should be observed by the Engineering Geologist and Soils
Engineer during construction and prior to covering with compacted fill.
Consideration should be given to having subdrains located by the project surveyors.
Outlets should be located and protected.
Treatment of Existing Ground
All heavy vegetation, rubbish and other deleterious materials should be disposed of off
site.
All surficial deposits of alluvium and colluvium should be removed (see Plate GS-1) unless
otherwise indicated in the text of this report. Groundwater existing in the alluvial areas
may make excavation difficult. Deeper removals than indicated in the text of the report
may be necessary due to saturation during winter months.
Subsequent to removals, the natural ground should be processed to a depth of six
inches, moistened to near optimum moisture conditions and compacted to fill standards.
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 2
GRADING GUIDELINES
Fill Placement
1. All site soil and bedrock may be reused for compacted fill; however, some special
processing or handling may be required (see report).
2. Material used in the compacting process should be evenly spread, moisture conditioned,
processed, and compacted in thin lifts not to exceed six inches in thickness to obtain a
uniformly dense layer. The fill should be placed and compacted on a horizontal plane,
unless otherwise found acceptable by the Soils Engineer.
3. If the moisture content or relative density varies from that acceptable to the Soils
Engineer, the Contractor should rework the fill until it is in accordance with the following:
Moisture content of the fill should be at or above optimum moisture. Moisture
should be evenly distributed without wet and dry pockets. Pre-watering of cut or
removal areas should be considered in addition to watering during fill placement,
particularly in clay or dry surf icial soils.
Each six inch layer should be compacted to at least 90 percent of the maximum
density in compliance with the testing method specified by the controlling
governmental agency. In this case, the testing method is ASTM Test Designation
0-1557-91.
4. Side-hill fills should have, an equipment-width key at their toe excavated through all
surf icial soil and into competent material and tilted back into the hill (GS-2, GS-6). As the
fill is elevated, it should be benched through surficial soil and slopewash, and into
competent bedrock or other material deemed suitable by the Soils Engineer.
5. Rock fragments less than eight inches in diameter may be utilized in the fill, provided:
They are not placed in concentrated pockets;
There is a sufficient percentage of fine-grained material to surround the
rocks;
C) The distribution of the rocks is supervised by the Soils Engineer.
6. Rocks greater than eight inches in diameter should be taken off site, or placed in
accordance with the recommendations of the Soils Engineer in areas designated as
suitable for rock disposal (See GS-5).
7. In clay soil large chunks or blocks are common; if in excess of eight (8) inches minimum
dimension then they are considered as oversized. Sheepsfoot compactors or other
suitable methods should be used to break the up blocks.
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 3
GRADING GUIDELINES
8. The Contractor should be required to obtain a minimum relative compaction of 90 percent
out to the finished slope face of fill slopes. This may be achieved by either overbuilding
the slope and cutting back to the compacted core, or by direct compaction of the slope
face with suitable equipment.
If fill slopes are built "at grade" using direct compaction methods then the slope
construction should be performed so that a constant gradient is maintained throughout
construction. Soil should not be "spilled" over the slope face nor should slopes be
"pushed out" to obtain grades. Compaction equipment should compact each lift along the
immediate top of slope. Slopes should be back rolled approximately every 4 feet
vertically as the slope is built.
Density tests should be taken periodically during grading on the flat surface of the fill
three to five feet horizontally from the face of the slope.
In addition, if a method other than over building and cutting back to the compacted core
is to be employed, slope compaction testing during construction should include testing
the outer six inches to three feet in the slope face to determine if the required compaction
is being achieved. Finish grade testing of the slope should be performed after
construction is complete. Each day the Contractor should receive a copy of the Soils
Engineer's "Daily Field Engineering Report" which would indicate the results of field
density tests that day.
9. Fill over cut slopes should be constructed in the following manner:
All surficial soils and weathered rock materials should be removed at the cut-fill
interface.
A key at least 1 equipment width wide and tipped at least 1 foot into slope should
be excavated into competent materials and observed by the soils engineer or his
representative.
The cut portion of the slope should be constructed prior to fill placement to
evaluate if stabilization is necessary, the contractor should be responsible for any
additional earthwork created by placing fill prior to cut excavation.
10. Transition lots (cut and fill) and lots above stabilization fills should be capped with a three
foot thick compacted fill blanket.
11. Cut pads should be observed by the Engineering Geologist to evaluate the need for
overexcavation and replacement with fill. This may be necessary to reduce water
infiltration into highly fractured bedrock or other permeable zones,and/or due to differing
expansive potential of materials beneath a structure. The overexcavation should be at
least three feet. Deeper overexcavation may be recommended in some cases.
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 4
GRADING GUIDELINES
12. Exploratory backhoe or dozer trenches still remaining after site removal should be
excavated and filled with compacted fill if they can be located.
Grading Observation and Testing
Observation of the fill placement should be provided by the Soils Engineer during the
progress of grading.
In general, density tests would be made at intervals not exceeding two feet of fill height
or every 1,000 cubic yards of fill placed. This criteria will vary depending on soil
conditions and the size of the fill. In any event, an adequate number of field density tests
should be made to evaluate if the required compaction and moisture content is generally
being obtained.
Density tests may be made on the surface material to receive fill, as required by the Soils
Engineer.
Cleanouts, processed ground to receive fill, key excavations,subdrains and rock disposal
should be observed by the Soils Engineer prior to placing any fill. It will be the
Contractor's responsibility to notify the Soils Engineer when such areas are ready for
observation.
An Engineering Geologist should observe subdrain construction.
An Engineering Geologist should observe benching prior to and during placement of fill.
Utility Trench Backfill
Utility trench backfill should be placed to the following standards:
Ninety percent of the laboratory standard if native material is used as backfill.
As an alternative, clean sand may be utilized and flooded into place. No specific relative
compaction would be required; however, observation, probing, and if deemed necessary,
testing may be required.
Exterior trenches, paralleling a footing and extending below a 1:1 plane projected from
the outside bottom edge of the footing, should be compacted to 90 percent of the
laboratory standard. Sand backfill, until it is similar to the inplace fill, should not be
allowed in these trench backfill areas.
Density testing along with probing should be accomplished to verify the desired results.
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 5
GRADING GUIDELINES
JOB SAFETY
General:
At GeoSoils, Inc., getting the job done safely is of primary concern. The following is the
company's safety considerations for use by all employees on multi-employer construction sites.
On ground personnel are at highest risk of injury and possible fatality on grading construction
projects. The company recognizes that construction activities will vary on each site and that job
site safety is the contractor's responsibility. However, it is, imperative that all personnel be safety
conscious to avoid accidents and potential injury.
In an effort to minimize risks associated with geotechnical testing and observation, the following
precautions are to be implemented for the safety of our field personnel on grading and
construction projects.
Safety Meetings: Our field personnel are directed to attend the contractor's regularly
scheduled safety meetings.
Safety Vests: Safety vests are provided for and are to be worn by our personnel where
warranted.
Safety Flaps: Two safety flags are provided to our field technician; one is to be affixed
to the vehicle when on site, the other is to be placed atop the spoil pile on all test pits.
In the event that the contractor's representative observes any of our personnel not following the
above, we request that it be brought to the attention of our office.
Test Pits Location, Orientation and Clearance:
The technician is responsible for selecting test pit locations. The primary concern is the
technician's safety. However, it is necessary to take sufficient tests at various location to obtain
a representative sampling of the fill. As such, efforts will be made to coordinate locations with
the grading contractors authorized representatives (e.g. dump man, operator, supervisor, grade
checker, etc.), and to select locations following or behind the established traffic pattern,
preferable outside of current traffic. The contractors authorized representative should direct
excavation of the pit and safety during the test period. Again, safety is the paramount concern.
Test pits should be excavated so that the spoil pile is placed away from oncoming traffic. The
technician's vehicle is to be placed next to the test pit, opposite the spoil pile. This necessitates
that the fill be maintained in a driveable condition. Alternatively, the contractor may opt to park
a piece of equipment in front of the test pits, particularly in small fill areas or those with limited
access.
A zone of non-encroachment should be established for all test pits (see Plate GS-7). No grading
equipment should enter this zone during the test procedure. The zone should extend
approximately 50 feet outward from the center of the test pit. This zone is established both for
safety and to avoid excessive ground vibration which typically decreases test results.
When taking slope tests, the technician should park their vehicle directly above or below the test
GeoSoils, Inc.
MR. ROY BLACKFORD JULY 12, 1994
W.O. 1725-SD PAGE 6
GRADING GUIDELINES
location on the slope. The contractor's representative should effectively keep all equipment at
a safe operation distance (e.g. 50 feet) away from the slope during testing.
The technician is directed to withdraw from the active portion of the fill as soon as possible
following testing. The technician's vehicle should be parked at the perimeter of the fill in a highly
visible location.
In the event that the technician's safety is jeopardized or compromised as a result of the
contractor's failure to comply with any of the above, the technician is directed to inform both the
developer's and contractor's representatives. If the condition is not rectified, the technician is
required, by company policy, to immediately withdraw and notify their supervisor. The grading
contractors representative will then be contacted in an effort to effect a solution. No further
testing will be performed until the situation is rectified. Any fill placed in the interim can be
considered unacceptable and subject to reprocessing, recompaction or removal.
In the event that the soil technician does not comply with the above or other established safety
guidelines, we request that the contractor brings this to technicians attention and notify our the
project manager or office. Effective communication and coordination between the contractors'
representative and the field technician(s) is strongly encouraged in order to implement the above
safety program and safety in general.
The safety procedures outlined above should be discussed at the contractor's safety meetings.
This will serve to inform and remind the equipment operators of these safety procedures
particularly the zone of non-encroachment.
Trench Safety:
It is the contractor's responsibility to provide safe access into trenches where compaction testing
is needed.
Our personnel are directed not to enter any excavation which 1) is 5 feet or deeper unless shored
or laid back, 2) displays any evidence of instability, has any loose rock or other debris which
could fall into the trench, or 3) displays any other evidence of any unsafe conditions regardless
of depth.
All utility trench excavations in excess of 5 feet deep, which a person enters, are to be shored
or laid back.
Trench access should be provided in accordance with OSHA standards. Our personnel are
directed not to enter any trench by being lowered or "riding down" on the equipment.
If the contractor fails to provide safe access to trenches for compaction testing, our company
policy requires that the soil technician withdraw and notify their supervisor. The contractors
representative will then be contacted in an effort to effect a solution. All backfill not tested due
to safety concerns or other reasons could be subject to reprocessing and/or removal.
GeoSoils, Inc.
Suitable
Material
Final Grade
Original ground
Loose Surface Deposits
Suitable
Material
Bench where slope
exceeds 5:/ 'Subdrain
(See Plate GS-3)
I
TYPICAL TREATMENT OF
NATURAL GROUND
DATE 7/94 J W.O.N n 1725-SD
Geotechnical. Geologic. Environmental
FORM 89/22 PLATEGS-1
TOE SHOWN ON
iG
RADING
;;
; PLAN -.
-.
--- I
'4* \
PROJECTED .- O / Typi al
-.
I '/a ' I
NATURAL
SLOPE
2'1\Ih/sl/,'I' I
Minimum C 15' Minimum / 1
Note : Where natural slope grad ie.nt is 5:1 or less,
benching is not necessary unless stripping
did not remove all compressible material.
TYPICAL FILL OVER NATURAL SLO
'c
DAT E WO. NO 1725—SD
Geotechnical. Geologic' Environmental
FORM 89/22 PLATEGS2
BEDROCK OR FIRM
FORMATION MATERIAL
ALTERNATE 1
SOIL - SLOPEWASH
OA
LLUVIUM
RMED .ØT TO BEDROCK
'%' •55 / \ BEDROCK
Canyon subdrain : 6"
perforated pipe with
9 Cu. ft. gravel per ft.
of drain wraped with
filter fabric.
ALTERNATE 2
<0
I
6" perforated pipe with 38
/ 9 Cu. ft. gravel per ft.
of drain wraped with
filter fabric.
CANYON SUBDRAIN DESIGN
AND CONSTRUCTION
DATE 7/94 W.O.NO 1725-SD
Geotechnical. Geologic. Environmental
FORM 89/22 PLATE GS-3
36" THICK FILL CA
FINISHED 2%........
SURFACE-. .
A COMPACTED
FILL J.._..,D (See drain detail) • •
. 'iZ
-
,_._ /•%/
.I'f.., %// \# s I
• •._t11 -
II
4"perforated pipe
(or approved equivalent)
placed in I cu. ft. per
linear ft. of graded
filter material.*
Pipe to extend
full length of
buttress;-
4. . 44t
. • ' /
4"nonperforated I; )
pipe lateral tof.. tPipe I"—
slope face at 1 I-above__-
100' intervals j_'benCh ..._..
/ ,_ ,• -
Graded filter material to
conform to State of Calif.
Dept. Public Works standard
specifications for Class 2
permeable material
Buttress slope to have a bench
at every 20 to 30 feet.
Buttress key depth varies. (see
preliminary reports)
Buttress key width varies. (see
preliminary reports)
8ockdrains and lateral drains
located at elevation of every
bench drain. First drain at
elevation just above lower lot
grade. Additional drains may
be required at discretion of
GeoSóils, Inc.
TYPICAL BUTTRESS SECTION
DATE 7/94 IWO.NO- 1725-SD
Geotechnical. Geologic. Environmental
FORM 89/22 PLATE.GS4
FILL SLOPE
'-CLEAR ZONE
(coc
EQUIPMENT WIDTH-)
3cOOOQCKJ0
Soil shall be pushed
over rocks and floode
into voids. Compact
around and over each
wind row.
Stack boulders end to end.
Do not pile upon each other.
'- 10' Typical
- FILL SLOPE
Stagger rows
minimum
N
i mum
' FIRM GROUND
-' /
- ROCK DISPOSAL DETAIL
DATE 7/g4 I WO.Na 175-fl
Geotechnical. Geologic. Environmental
FORM 89/22 PLATE 05-5 -
REMOVE ALL TOPSOIL,
COLLUVIUM AND CREEP
IAATruAI rceiu TAtJcITIflN.. I L. I I . I I 1W I I ''• • • -. F11 L
-• /)
Of -•- I'
,0•
4' Typical • I
tO' TypicaI1 /
1•''
/ ' I
- CUT SLOPE .... I5'Minimum ..-1 t1
BEDROCK OR FIRM
FORMATION MATERIAL
TYPICAL FILL OVER CUT SLOPE
DATE 7/94 IWO.NQ 1729;-n
Geotechnical. Geologic. Environmental
FORM 89/22 PLATE GS-6
S
TEST FIT SAFETY DIAGRAM
SIDE VIEW
LE
/fSPOIL PILE 10 0
_
( NOT TO SCALE )
TOP VIEW
100 FEET
I—
tli U..
C 5ñ FEET 50 FEET 'a
FLAG 7u I
SPOIL TEST PIT I
I
VEHICLE
LE
FLAG
APPROXIMATE ENTER LL
'OF iT PIT —In
- -
(P )T TO SCALE
DATE 7/94 Iwo. NO 1725- SD
Geotechnical. Geologic. Environmental
FORM 89/22
- Pt AT (q_7
2.
2.
0.5
a
3 fl I)
ZC,
) 0.5 to 15 s RA
NORMAL PRESSURE-KSF
EXPLANATION
0 RESHEAR - AT SATURATED MOISTURE CONTENT
• PEAK - AT SATURATED MOISTURE CONTENT
DIRECT SHEAR REMOLDED TO 90%
RELATIVE DENSITY; THEN SATURATED UNDISTURBED NATURAL SHEAR SATURATED
18.5%
PCF % MOISTURE
S SATURATED MOISTURE CONTENT %SATURATED MOISTURE CONTENT
( ¶7 GeoSoils Inc. \ / .) j• -.
'..
SHEAR TEST DIAGRAM
BORING B-i A 0-1.5'
DATE WO. NO 1725-SD
Soil Mechanics • Geology • Foundation Engineering
FORM 8718-2A - PLATE SH-1....
I
- - --
7'
OWNER: Robertand barhara Lwig
Carlsba
/ Vii' / 2642 Ocean Street, CarIsL'a, CA 92008
lage
,,
•/ Id. 619 729 - 3327
SITE APPRESS: 1815 McCauley Lane, CarIs'ad, CA 92008 / LEGAL EESCRlPTlON: Pattersons ADD, PM 12926, Parcel 2
ASSESSORS PARCEL No. 156-220-27
V QUANTITY OF GRANG: None
u —A
' Tp (Foundation trenching 10 CY.)
S / iLl ~ - . / I - CONTACT PERSON: Roy R 151ackforA AlA • TeL 619 729-0553
PLANNING COMMISSION OR CITY COUNCIL ACTION:
I I . ? Variance Conditional Use Permit Tract or Parcel Map Zone Change
I ; Planned Development Redevelopment Permit Site Development Plan
- . 1 T. I Administrative Permit None
-,;-I •-•-------.,:'
_4:i/ Mt r lAM ')l(A'i 10
ZONE: Ri LOT AREA: 12030 SF.
13 UILP1NG AREA: Existing House = 1.613 5F.
SECOND Dwelling UNIT ADDITION:
Addition / Lower Level - Garage = 484 SF.
- Storage = 240 SF.
II IL I'
Addition / Upper Level - Second Unit = 639 SF.
II / PARKING: Existing = 3 orisite parking spaces
Proposed = new 2 car garage + 1 -9'x 20'parking space /2nd Unit
SITE - Concrete drive access & sidewalk replacement paving = 225 SF.
New concrete driveway paving = 500 SF.
New concrete walk = 210 SF,
Existing Residence 7 New gravel walk = 308 SF.
1
- - Plan Check No.
I SUMMARY:
Carlsbad Sewer District
Carlsbad Water District
ITe
14-
CTR
N IN
lo
XL N-
00
Proposed Second Dwelling
_____
Carlsbad
- - •-' ' r-t Land use. exist.lng residential Density: existing - 3.62 dulac.
Proposed 7.42 du/ac.
Parking: Rec1,uired=3 Provided =3
----------------- -:-- --- / —h- uilding coverage: exist.- 1,613 sf., proposed - 724 Sf.
O'— 'DM9 (Totat=2,337sf)=19.4'/o
2 NV r' ....4 building sq footage existing 1,613 sf proposed 1 363 ef = 2976 sf
411
p g Percent Landsca in 617 2 _____ '_."-v-• - .
Average aiIy Traffic: 16
S. / —--('
/
I
I I --------- -
67
-------t i ,
- .\ .J P R 0 J E C T D A TA
921
CE c< =<
OR
\
___ - - I '1 XO
CYNTHIA
)< KNOVLIII!
/
- 4V
-
L- _ .
~kL LFSL1OPrr
Unit over over ew 2 Car Garage II \ ', /
_- ____________-•._4. -----\'*--- k\\\\\\\\'\\\\\1 II--
- IL_ I
.. .
A.
I .. --- . •C) 1 lM I
Ti
/ . I LOS ANGELES CO.
. -RIVERSIDE CO.
-ORANGE CO.
SAN DIC-00 CO. !-------. 4 .
VM '- I
I . - ;.• —.. T \ . \JL.. ,'. . . . .. . - GEOTECHNICAL MAP
I
Of N
-
Wz I
41 tL 2sSD_ _7L94 109
McCauley Lane.
WORK ORDER .................DATE SCALE
REVISED _ PLATE 1
_____
E X T Ev RI.OR L E` V -ATO . .I aim E PLAt/ .
. . . .
CERTIFICATION OF COMPLIANCE
CITY OF CARLSBAD Plan Check No.
DEVELOPMENT PROCESSING SERVICES DIVISION
2075 LAS PALMAS DR., CARLSBAD, CA 92009
(619)1438-1161
This form shall be used to determine the amount of school fees for a project and to verify
that the project applicant has complied with the school fee requirements. No building
permits for the projects shall be issued until the certification is signed by the appropriate
school district and returned to the City of Carlsbad Building Department.
SCHOOL DISTRICT:
LVrlsbad Unified San Marcos Unified
801 Pine' Avenue 1290 West San Marcos Blvd.
Carlsbad, CA 92009 (434-0610) San Marcos, CA 92024 (744-4776)
Encinitas Union San Dieguito Union High School
101 South Rancho Santa Fe Rd. 710 Encinitas Boulevard
Encinitas, CA. 92024 (619) 944-143011 Encinitas, CA 920214 (7536491)
Project Applicant: APN: /5 -240 -
Project Address: Li4f
RESIDENTIAL: SQ. FT. of living area (lo 3? number of dwelling units
SQ. FT. of covered area SQ. FT. of garage area_____________
COMMERCIAL/ INDUSTRIAL:
Prepared by
FEE CERTIFICATION
(To be completed by the School District)
Applicant has complied with fee requirement under Government Code 53080
______Project is subject to an existing fee agreement
Project is exempt from Government Code 53080
_____Final Map approval and construction started before September 1, (other school fees paid) -
Other
Residential Fee Levied: $t. 0 cIA (0% based on ce3c( sq. ft. @
Comm/lkndur§t r evied:$ based on
iA
Sc ooliDistrict Official Title
sq. ft.
te
4
AB 2926 and SB 201 fees are capped at P. 72"per square foot for residential.
AB 2926 is capped at .28 per square foot for commercial /industrial.
SQ. FT. AREA______
Date 7//r7'
1986.