HomeMy WebLinkAbout2335 PIO PICO DR; ; CB012609; PermitStatus: ISSUED
Applied: 08/06/2001
Entered By: JM
Plan Approved: 09/13/2001
Issued: 09/13/2001
Inspect Area:
9720 09/13/01 0002 01 02
CGP 13966
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$138.19
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$1.47
$0.00
$0.00
$0.00
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ORPORATED $229
1952
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
09-13-2001 Retaining Wall Permit Permit No:CB012609
Building Inspection Request Line (760) 602-2725
Job Address: 2335 PlO PICO DR CBAD
Permit Type: RETAIN
Parcel No: 1563500800 Lot #: 0
Valuation: $14,727.00 Construction Type: NEW
Reference #:
"Project Title: HAMILTON RESIDENCE •
KEYSTONE &STANDARD BLOCK WALL 935 SF
Applicant: Owner:
SUKUP BOB
4322 SEABRIGHT PLACE
CARLSABD CA 92008
760-720-0098
Total Fees: $229.48 Total, PaymentiToDate: $8982 BaIañôe Due $139.66
/ p /
Building Permit / J
AddI Building Permit Fee
Plan Check
AddI Plan Check Fee
Strong Motion Fe
Renewal Fee
Addi Renewal Fee
Other Building Fee
Additional Fees
TOTAL PERMIT FEES.
FINAL APPROVAL
Inspector: Date: _' Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and filethe protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
FOR OFFICE USE ONLY
PEMrf APPLICATION PLAN CHECK NcX?7)7Zh57
CITY OF CARLSBAD BUILDING, DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
Legal
Name 9 ' Address ' " City ' State/Zip Telephone #
r7 PR0PERTY OWN - - - 02
COP 89..82
Name - Address City State/Zip Telephone #
ME
(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, commending 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).
Name Address City State/Zip Telephone #
State License # License Class City Business License #
Designer Name Address City State/Zip Telephone
State License #
L6 W0RKE NDO1 T — — Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
0 I have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance
of the work-for which this permit is issued.
o I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My worker's compensation insurance carrier and policy number are:
Insurance Company .--- Policy No. Expiration Date___________________
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS)
-0 CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any mariner so as
to become subject to the Workers' Compensation Laws of California. -
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties, and civil fines, upto one hundred
thousand dollars ($100,000), in addition to the coslof compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
SIGNATURE ' DATE
OWNER BUILDER,DECLAAATION - ' - I hereby affirm that I am exempt from 'the Contractor's License Law for thg following reason:
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, andwho 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)
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() licensed
pursuant to the Contractor's License Law).
0 I am exempt under Section Business and PrOfessions Code for this reason:
I personally plan to' provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO
((have I have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed Construction (include name / address / phone number I contractors license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supeivise and provide the major Work (include name/ address / phone
number I Contractors license number): -
I will provide some of the work, but I have contracted (hed) the following persons to provide the work indicated (include name / address /'phone'numbé / type
of work): . -
PROPERTY OWNER SIGNATUI'"<, DATE
Is the applicant or future building occupant required -tE'ubmit 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? 0 YES' 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
IF ANY OF THE ANSWERS ARE YES A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE JSSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. --
-"CONSTRUCTION
Thereby affirm that there is a Construction lend mg g ioy for the performance of the work for which this permit is issued (Sec 3097(i) Civil Code)
LENDER'S NAME LENDER'S ADDRESS__________________________________________________________
.,
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction." I hereby authorize representatives of the 'Cit%' 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 LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0" 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 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
Building Code).
,,_
:_.at any time after the work is, ggpneDced f+orpen 18(]I;$P (Sec9on 106.4.4 Uniform
DATE
1
WHITE File YE OW Applicant PINK Finance
--
City of Carlsbad Bldg Inspection Request
For: 10/10/2001
Permit# CB012609 Inspector Assignment: GG
Title: HAMILTON RESIDENCE
Description: KEYSTONE & STANDARD BLOCK WALL 935 SF
Type: RETAIN Sub Type:
Job Address: 2335 PlO PICO DR
Suite: Lot 0
Location:
APPLICANT SUKUP BOB
Owner: HAMILTON JOHN P&BARBARA L L
Remarks:
Total Time:
Phone: 7603902863
Inspector:
Requested By: KIM
Entered By: KAREN
CD Description Act Comments
69 Final Masonry
Associated PCRs
lnsection History
Date Description Act Insp Comments
09/25/2001 61 Footing AP GG S.W. CORNER, KEYSTONE FTG
09/24/2001 61 Footing AP GG SEE BACK OF CARD
DAILY FIELD REPORT No: / Job Name i'_-roAJ ce. Project No.: 901 Date:
Location: 33 / Weather: Day; /'/O,il Contractor: e4 Foreman: fr,vi
Field Technician Miles: Hours: Equipment Working: Inspection Testing. of
kiq S7.e e--
TS$tY Test
Location
Elevation
or Depth
\Soii
Type
Optimum
Moisture
Field
Moisture
Maximum
Den3ity
Field
Density
Rai.
Comp.
7 . XEVs
4j44 ,'oo 7-/AK #4, 7h6 " #14;A4 dtJ4I. 44C,41iW /,ti 7,V46
4,'4 Oj/9r 0,
__ tNt. e "6'US7S & 77'E C'/7'/oAJS, 7?
___ fl4e'mO/J 7 Co1 ,7r /,vj,- o. lir .
Summary of
Operations:
Supervisor: Engineer; I Geologists
Todays Yardage: Yardage to Date:
100* (4Th
01/17/2042 19:37 7609454221 B & B ENGINEERING PAGE 01
DAILY
'obWarne! N4flh/L-TON £E5
FIELD REPORT No g -
Project. No, 901 Date
Location zc Pip pico 4 CiSS Weather : Day:
Contractor: 45 Foreman; ',s.f
Field Technician
Equipment Working ,
Miles Hours:
Inspection / flstihg of
STOM a.'QC
Test
No.
Test
Location
Elevation
or Depth
Soil
Type
Joptimum
j Moisture
Field
Moi sture
Maximum
Density
Field
Density
Rel,
Comp.
rIl- 6;VoOJ :7 API r ,. 7'
eews*wcmep _ormom ____
$/27 7 ?3 Rs I /il) 7
-
ÔA 7VE c WT,C tL
Zug
-piwa $ 4 -Z'41i'p
8 ,tI,,1JO 7-M R'ej4 /dtl 11e,49 '/W6/1 . £r,o,1).
/EL2/04S 4Ua ,zs r,,j ,r , .
c4 4,v
AM
Summary of
Operations:
--
-.
Supervisor Engineer
Todays Yardage;
—
J&fl Enjiiwcri"fI, hit.
OFI
. RICE 223,15 .
* E)4 !2131101
-T G eologist:
Yardage to Date:
-
100* (4,7'7)
If 215 "A r4S
,.
a.
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION: Pi h
PLAN CHECK NUMBER: CBO OWNER'S NAME: 4,4MI L--um
I, as the owner, or agent of the owner (contractors may not employ the special inspector), certify that I, or the
architect/engineer of record, will be responsible for employing the special inspector(s) as required by Uniform
Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. UBC Section
106.3.5. %1')
Sign e'&-4A
I, as the engineer/architect of record, certify that I have prepared the following special inspection program as required by
UBC Section 106.3.5 for the construction project located at the site listed above.
Englnee?slArchltects Seal
& Signature Here
IN
Signed aLA"10-k)-Qck (
ioPT O• J( P
1. List of work requiring special inspection:
I Soils Compliance Prior to Foundation Inspection
fl Structural Concrete Over 2500 PSI El
LI Prestressed Concrete---
Structural
LI Designer Specified
( No. CO29302 J
'*\ Exp. 3-31-02 J
OF
O Field Welding
High Strength Bolting
Expansion/Epoxy Anchors
Sprayed-On Fireproofing
LI Other
2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed above:
3. Duties of the special inspectors for the work listed above:
OA cOM'AcrNO?J Or= W/C-L- FL-'L----
Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site.
____
EsGil Corporation
In Partnership with government for fBui&IingSt2fety
DATE: 9/10/01 CANT
JURISDICTION: Carlsbad 0 PLAN REVIEWER
0 FILE
PLAN CHECK NO.: 01-2609 SET: II
PROJECT ADDRESS: 2335 Pio Pico Dr.
PROJECT NAME: Keystone Retaining Wall
El The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
II The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
E The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
El Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
)Wail Telephone Fax In Person
MARKS: Provide special inspection program to the building official prior to issuance of the
ilding permit. See attached form.
By: David Yao Enclosures:
Esgil Corporation
El GA [] MB El EJ El PC 9/4 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGil Corporation
In Partnership with government for fBui&Iing Safety
DATE: 8/16/01
JURISDICTION: Carlsbad
PLAN CHECK NO.: 01-2609 SET: I
PROJECT ADDRESS: 2335 Plo Pico Dr.
PROJECT NAME: Keystone Retaining Wall
i.
U PLAN REVIEWER
U FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies 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
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Bob Sukup 4322 Seabright Place, Carlsbad, CA 92008
El Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Bob Sukup (V .~A Telephone #: (760)720-0098
Date contacted: (by: c...... ) Fax #:
Mail '.-1etephone ..V Fax In Person
LI REMARKS:
By: David Yao Enclosures:
Esgil Corporation
[:1 GA [I MB DEJ [:1 PC We trnsmtl.dot
9320 Cheapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
Carlsbad 01-2609
8/16/01
GENERAL PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 2335 Pio Pico Dr.
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 8/9
REVIEWED BY: David Yao
PLAN CHECK NO.: 01-2609
DATE REVIEW COMPLETED:
8/16/01
FOREWORD (PLEASE READ):
This plan review is limited to the 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 disabled access. This plan review is
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1997 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
Please make all corrections on the original tracings, as requested in the correction list.
Submit three sets of plans for commercial/industrial projects (two sets of plans for residential
projects). For expeditious processing, corrected sets can be submitted in one of two ways:
Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad
Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (760) 438-1161. The
City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire
Departments.
Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320
Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining
sets of plans and calculations/reports directly to the City of Carlsbad Building Department for
routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the
City Planning, Engineering and Fire Departments until review by EsGil Corporation is
complete.
To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
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 on the plans. Have changes been made not resulting from this list?
LYes El No
Carlsbad 01-2609
8/16/01
Provide a statement on the Title Sheet of the plans stating that this project shall comply
with the 1998 edition of the California Building Code (Title 24), which adopts the 1997
UBC.
Note the plan to provide special inspection for foundation conditions, reinforced backfill
placement, and structural geogrid installation.
When special inspection is required, the architect or engineer of record shall prepare an
inspection program which shall be submitted to the building official for approval prior to
issuance of the building permit. Please review Section 106.3.5. Please complete the
attached form.
Provide a copy of the project soil report prepared by a California licensed architect or civil
engineer. The report shall include foundation design recommendations based on the
engineer's findings and shall comply with UBC Section 1804.
Investigate the potential for seismically induced soil liquefaction and soil instability in
Seismic Zones 3 and 4. This does not apply to detached, single-story dwellings. Section
1804.5
Note on the plan the soils classification, whether or not the soil is expansive and note the
allowable bearing value. Section 106.3.3.
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:
a) 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
recommendations in the soils report are properly incorporated into the construction
documents (when required by the soil report).
Provide wall design calculation per ICBO report #4599.
Note on the plan that the installation of the keystone retaining shall comply with
ICBO#4599.
Provide more detail construction plan for the different keystone retaining wall. The site
plan shows see attached plan. No attached plan provided. Please clarify.
To speed up the review 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.
Carlsbad 01-2609
8/16/01
Have changes been made to the plans not resulting from this correction list? Please
indicate:
Yes El No U
13. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to
perform the plan review for your project. If you have any questions regarding these plan
review items, please contact David Yao at Esgil Corporation. Thank you.
Carlsbad 01-2609
8/16/01
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 01-2609
PREPARED BY: David Yao DATE: 8/16/01
BUILDING ADDRESS: 2335 Pio Pico Dr.
BUILDING OCCUPANCY: TYPE OF CONSTRUCTION:
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
retaining wall per city 14,726
Air Conditioning
Fire Sprinklers
TOTAL VALUE 14,726
Jurisdiction Code 1cb IBY Ordinance
1994 UBC Building Permit Fee IV .1 $138.19J
1994 UBC Plan Check Fee 1W I $89.821
Type of Review: El Complete Review 0 Structural Only
LI Repetitive Fee El Other Repeats LI Hourly Hour *
Esgil Plan Review Fee I $77.39f
Comments:
Sheet 1 of 1
macvalue.doc
Cit of —C a rlsbad
BUILDING PLANCHECK CHECKLIST
RETAINING WALL
BUILDING PLANCHECK NUMBER: CB C) — 24 69
BUILDING ADDRESS: 1- 3 3 ( R C - L
ItL
PROJECT DESCRIPTION: Retaininci Wall.
ASSESSOR'S PARCEL NUMBER: 1St42 -3ro - Ii
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,jai1itö comply with instructions in this report can
,résult in suspension of permit to build.
Date:
DENIAL
Please Lseatt ched report of deficiencies
marked a necessary corrections to plans
or spec for compliance with applicable
codes and standards. Submit corrected plans
and/or specification o tI-is office for review.
B ____ blo
By: Date:
By: Date:
ATTACHMENTS
Right-of-Way Permit Application
ENGINEERING DEPT. CONTACT PERSON
NAME: KATHLEEN M. FARMER
City of Carlsbad
ADDRESS: 1635 Faraday Ave
Carlsbad, CA 92008
PHONE: (760) 602-2741
H:/WORD\OOCS\CHKLSVRetaining Wall Bu/ding Plantheck Cklist Forni KF.doc Rev. 6/26/98
1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720. FAX (760) 602-8562
BUILDING PLANCHECK CHECKLIST
RETAINING WALLS
V DV RD./
1. Provide a fully dimensioned site plan drawn to scale Show:
North Arrow D. Easements
Existing & Proposed Structures E. Retaining Wall
(dimensioned from street) (location and height)
Property Lines
L1 LI LI 2. Show on site plan:
Drainage Patterns
Existing & Proposed Slopes
Existing Topography
LI LI LI 3. Include on title sheet:
16 L,UM'3
39 s
St-cc" cv/
tytfrc \f
C—r S ko
Site Address
Assessor's Parcel Number
Legal Description
Grading Quantities Cut Fill Import/Export
(Grading Permit and Haul Route Permit may be required)
U LI LI 4. Project does not comply with the following Engineering Conditions of approval
for Project No.
Conditions were complied with by: Date:
MISCELLANEOUS PERMITS
LI LI LI 5. 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.
A separate Right-of-Way issued by the Engineering Department is required
for the following:
Please obtain an application for Right-of-Way permit from the Engineering
Department.
Pagel -
H:\WOROOOCS\CHKLST\Retaining Wag Building Plantheck Cklist Farm DR.doc Rev. 6/26/98
PLANNING/ENGI
.1.. PERMIT NUMBER CB :1 DATE- 0/ ____________
ADDRESS
ESIDENTIA ', TENANT IMPROVEMENT
RESIDENTIAL ADDITION MINOR PLAZA CAMINO REAL
(<$10,000.00)
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
OTHER
PLANNER DATE
ENGINEER DATE
DOsIMtStOrvTls1PannIng Engineering ArnrovjIs
-
TiT
aI& ii Etigiiieeriiig, \ CIVIL CEO TECHNICAL & QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT a INSPECTION
CLIENT: HAMILTON
PROJECT: HAM-FTG
DATE: 30 AUG 2001
MR. & MRS. JOHN HAMILTON
2335 Pio Pico Drive
Carlsbad, CA. 92008
Attention: Mr. Robert Sukup
Subject: Soils Engineer Certification for the project located at 2335 Pio Pico Drive,
Carlsbad, CA. (APN: 156-350-1 1)(Hamilton Residence)
Dear Mr. & Mrs. Hamilton:
Pursuant to the City of Carlsbad requirements, this letter will serve as
confirmation that the grading and foundation plans and specifications have been
reviewed for the subject project. We have determined that the recommendations in
our Soil Update Report dated 22 May 2001, have been properly incorporated into
the construction documents.
Sincerely,
ROE 127 Beard RCE RGE Exp.i11 Chief Engineer
OPCAU41
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 9 760-945-3150 • FAX: 760-945-4221
________
II&lILI1!;i,1ecI.iI1gJ, lti€.
CIVIL. CEO TECHNICAL. A QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING CONSTRUCTION MANAGEMENT & INSPECTION
CLIENT: HAMILTON
PROJECT: HAM 501 U
DATE: 22 MAY 2001
JOHN & BARBARA HAMILTON
2335 Pio Pico Drive
Carlsbad, CA. 92008
Attention: Mr. John Hamilton
Mr. Sam Wright
Subject: Soil Update Report for the Proposed Construction for the Residence
located at 2335 Pio Pico Drive, Oceanside, CA. (APN: 156-350-11)
I
Reference (a): Preliminary Geotechnical Soils Investigation Report by B & B
-
I Engineering, Inc. dated 27 June 1998.
U (b): Results of Compaction Testing Report by'B & B Engineering, Inc.
dated 14 October 1998.
Gentlemen:
Pursuant to your request, we have completed our site inspection in regard to
the existing soil conditions for the subject site. On May 22, 2001, a representative
from our firm visited the site in order to evaluate the existing surface soil conditions
relative to the proposed construction.
1 According to Reference (b), this lot was graded and tested under engineering
supervision between August 27 and 'September 4, 1998. The grading was I performed in accordance with Reference (a) and the City of Carlsbad Grading
Ordinance. Reference (b) report indicated sufficient testing that showed over 90%
t relative compaction in the fill portion of the lot. No geotechnical conditions were
encountered which would preclude the development of the site.
Based on our visual inspections and observations in the field and our review
of the Geotechnical Reports, References (a) & (b), the following conclusions were
derived:
The general overall surface soil conditions do not appear to have changed
0 \- ?-Go~
i'iz. GEOTECHNICAL. & QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT & INSPECTION
I significantly since the rough grading operation. It is our opinion that the cut/fill pad
may support the proposed structure. Foundations shall be sized and constructed in
I accordance with the recommendations found in Reference (b). For foundation
design purposes, an allowable bearing strength of 1450 psf may be utilized for all
I continuous or spread footings founded in dense or imported native soils compacted
to 90% relative compaction per ASTM D 1557-9 1. This design bearing value is in
I
accordance with the Uniform Building Code. -
It is our opinion that the soils underlying the subject lot may support the
I .proposed residential construction. However, the conclusions and recommendations
found in the latter part of this report shall be incorporated in the design plans.
I GEOLOGIC HAZARDS
I .
According to published information, there are no known active or potentially
active faults on or in the immediate vicinity of the subject site. Therefore, the
potential for ground rupture at this site is considered low. There are, however,
I several faults located within a close proximity to this site that the movement
associated with them could cause significant ground motion. The following table
I presents the distance of major faults from the site, the assumed maximum credible
earthquake magnitudes and estimated peak accelerations anticipated at the site. The
probability of such an earthquake occurring during the lifetime of this project is
I considered low. The severity of ground motion is not anticipated to be any greater
at this site than in other areas of San Diego County.
SEISMICITY OF MAJOR FAULTS
MAXIMUM CREDIBLE ESTIMATED
FAULT DISTANCE MAGNITUDE(RICHTER) ACCELERATION(g)
Rose Canyon 5 mi. 7.0 0.25
Elsinore 29 mi. 7.5 0.35
San Jacinto 52 mi. 7.8 . 0.17
San Andreas 78 mi. 8.3 0.12
The following information is presented relative to the subject site and
Seismic Zone 4 per the U.B.C.:
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 9 760-945-3150 • FAX: 760-945-4221
I 1;&I; ItlfJii1eeIing, Inc.
I . CIVIL GEO TECHNICAL. & QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
.' CONSTRUCTION MANAGEMENT & INSPECTION
I (z) Seismic zone factor = 0.4
(Na) Near-source factor = 1.2
(A) Seismic source type = A
(Sd) Soil profile type = Sd
(Ca) Seismic coefficient = 0.44 Na
I (Cv) Seismic coefficient = 0.64 Nv
(Nv) Near-source factor = 1.2
LIQUEFACTION POTENTIAL
I Liquefaction analysis of the soils underlying the site was based on the
consideration of various factors which include the water level, soil type gradation,
relative density, intensity of ground shaking and duration of shaking. Liquefaction
potential has been found to be the greatest where the ground water level is shallow
I, .
and loose fine sands occur within a depth of 50 feet or less. These conditions are.
not present within the site area and, therefore, the potential for generalized
liquefaction in the event of a strong to moderate earthquake on nearby faults is
I considered to be low.
I:
STABILITY
The relatively dense nature of the slopes within the site and the nature of the
I material underlying the site generally preclude the occurrence of major landslide
conditions. The area surrounding the site is not known to be within an area of
ground subsidence. The potential for deep seated slope failure at the subject site is
I considered low.
I The site surface materials consist of silty sands that are relatively dense in
their dry state. These materials are susceptible to erosion. Drainage control is
essential to maintain the stability of any planned slopes or slope areas.
FOUNDATIONS
I
For foundation design purposes, the following earth pressures were
calculated based on our Shear Test Results of the native soils per Reference (a) and
L based on a foundation depth and width of 12 inches:
3
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 9 FAX: 760-945-4221
Iiiqiiieeriiuj, tue.
I CIVIL. GEO TECHNICAL. S OUALITY ENGINEERING
FOUNDATION-DESIGN • LAND SURVEYING • SOIL TESTING
- CONSTRUCTION MANAGEMENTS INSPECTION
I Shear Test: Cohesion = 600 psf; Angle of Friction = 16°
Allowable Bearing Value = 1450 psf
I Equivalent Fluid Pressure = 76 psf
Passive Lateral Resistance = 235 psf - - -
Active Pressure = 76 psf I Coefficient of Friction = 0.35
Expansion Index = 68 (MODERATE)
These values are for dead plus live loads and may be increased by one-third
(1/3) for seismic and wind loads where allowed by code. These design bearing I values are in accordance with the Uniform Building Code and were calculated
I
based on Terzaghis' Formula.
It is recommended that the continuous perimeter foundations and concrete
I slabs for a light weight wood-framed structure shall be reinforced in accordance
with the following minimum designs:
Foundation dimensions: it is recommended that the continuous perimeter
foundations for a single story structure shall extend a minimum depth of 18 inches
and a minimum width of 12 inches into firm native soils with a relative compaction
exceeding 90%. A minimum of 24 inches deep by 15 inches wide shall be used for
a two story structure.
All foundations shall be reinforced with at least four No.4 steel bars, two
bars shall be placed 3 inches from the top of the foundation and the other bars shall
be placed 3 inches from the bottom. As an alternative to the four No. 4 steel rebars,
one No. 5 steel rebar top and bottom may be used.
All interior concrete slabs shall be a minimum of four inches in thickness
and reinforced with a minimum of No. 3 rebar at 18 inches on center both ways
placed in the center of the slab. The slab steel reinforcement shall be bent
downward into the perimeter footings and connected to the foundation steel at 18
inches on center. In order to minimize vapor transmission, an impermeable
membrane (ie: 6 mil visqueen) shall be placed over 2 inches of clean, poorly
graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be
covered with 2 inches of sand to protect it during construction and the sand should
be lightly moistened just prior to placing concrete. All concrete used on this project
4
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 9 FAX 760-945-4221
I
I
I
I
I
I
I
I
"f' IJI 1.iiyiiieeritiy, 11W.
I CEO TECHNICAL. A QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING -
CONSTRUCTION MANAGEMENT A INSPECTION
I (z) Seismic zone factor = 0.4
(Na) Near-source factor = 1.2
I (A) Seismic source type = A
(Sd) Soil profile type = Sd
(Ca) Seismic coefficient = 0.44 Na 1 (Cv) Seismic coefficient = 0.64 Nv
I
(Nv) Near-source factor = 1.2
LIQUEFACTION POTENTIAL
I Liquefaction analysis of the soils underlying the site was based on the
consideration of various factors which include the water level, soil type gradation,
I relative density, intensity of ground shaking and duration of shaking. Liquefaction
potential has been found to be the greatest where the ground water level is shallow
I and loose fine sands occur within a depth of 50 feet or less. These conditions are
not present within the site area and, therefore, the potential for generalized
liquefaction in the event of a strong to moderate earthquake on nearby faults is
I considered to be low.
I STABILITY
The relatively dense nature of the slopes within the site and the nature of the
I material underlying the site generally preclude the occurrence of major landslide
conditions. The area surrounding the site is not known to be within an area of
I ground subsidence. The potential for deep seated slope failure at the subject site is
considered low.
I The site surface materials consist of silty sands that are relatively dense in
their dry state. These materials are susceptible to erosion. Drainage control is
i essential to maintain the stability of any planned slopes or slope areas.
I
FOUNDATIONS
For foundation design purposes, the following earth pressures were
I calculated based on our Shear Test Results of the native soils per Reference (a) and
based on a foundation depth and width of 12 inches:
I..
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 9 FAX: 760-945-4221
('TT 1I1 Iiig;iiieeriiigj,
I :
CIVIL GEO TECHNICAL. £ QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT A INSPECTION
I Shear. Test: Cohesion = 600 psf; Angle of Friction = 16°
Allowable Bearing Value = 1450 psf
I Equivalent Fluid Pressure = 76 psf
Passive Lateral Resistance = 235 psf
I Coefficient
Active Pressure = 76 psf
of Friction = 0.35
Expansion Index = 68 (MODERATE)
These values are for dead plus live loads and may be increased by one-third
(1/3) for seismic and wind loads where allowed by code. These design bearing I values are in accordance with the Uniform Building code and were calculated
I
based on Terzaghis' Formula.
It is recommended that the continuous perimeter foundations and concrete
I: slabs for a light weight wood-framed structure shall be reinforced in accordance
with the following minimum designs:
I a. Foundation dimensions: it is recommended that the continuous perimeter
foundations for a single story structure shall extend a minimum depth of 18 inches
I and a minimum width of 12 inches into firm native soils with a relative compaction
exceeding 90%. A minimum of 24 inches deep by 15 inches wide shall be used for
a two story structure.
All foundations shall be reinforced with at least four No.4 steel bars, two
I bars shall be placed 3 inches from the top of the foundation and the other bars shall
be placed 3 inches from the bottom. As an alternative to the four No. 4 steel rebars,
I
one No. 5 steel rebar top and bottom may be used.
All interior concrete slabs shall be a minimum of four inches in thickness
I and reinforced with a minimum of No. 3 rebar at 18 inches on center both ways
placed in the center of the slab. The slab steel reinforcement shall be bent
downward into the perimeter footings and connected to the foundation steel at 18
1 inches on center. In order to minimize vapor transmission, an impermeable
membrane (ie: 6 mil visqueen) shall be placed over 2 inches of clean, poorly
I graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be
covered with 2 inches of sand to protect it during construction and the sand should
be lightly moistened just prior to placing concrete. All concrete used on this project
4
I 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221
'I.
_________
IJ& IC Liiyiueering, tue.
CIVIL.. CEO TECHNICAL. A QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT & INSPECTION
I shall have a minimum compressive strength of 2500 psi unless otherwise stated on
the Building Plans.
I If imported soil materials' are used during grading to bring the building pad to
I the design elevations, or if variations of soils or building1ocations are encountered;
foundation and slab designs shall be reevaluated by our firm upon the completion of
rough grading operation and the foundation excavations.
I
the
Footings located on or adjacent to the top of slopes shall be extended to a
I sufficient depth to provide a minimum horizontal distance of 7 feet between the
bottom edge of the footing and the face of the slope.
I These foundation recommendations are minimum design requirements for the
soils encountered during this investigation; however, actual foundations shall be
I designed by the Structural Engineer for the expected live and dead loads, and for
wind and seismic loads.
I Findings of this Report are valid as of this date; however, changes in
conditions of a property can occur with passage of time, whether they be due to
I natural process or works of man on this or adjacent properties. In addition, changes
in applicable or appropriate standards occur whether they result from legislation or
broadening of knowledge. Accordingly, findings of this Report may be invalidated
I wholly or partially by changes outside our control. Therefore, this Report is subject
to review and should not be relied upon after a period of one year.
In the event that any changes in the nature, design, or location of buildings
are planned, the conclusions and recommendations contained in this Report shall
not be considered valid unless the changes are reviewed and the conclusions of this
Report are modified or verified in writing.
I This Report is issued with the understanding that it is the responsibility of the
owner or of his representative to ensure that the information and recommendations
I contained herein are called to the attention of the project Architect and Engineer
and are incorporated into the plans. Further, the necessary steps shall be taken to
I ensure that the contractor and subcontractors carry out such recommendations in the
field.
I
I 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221
1
____
Ltigitieeriiig, Inc.
CIVIL CEO TECHNICAL. & QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT & INSPECTION
I It is recommended that the Soil Engineer be provided the opportunity for a
general review of the final design plans and specifications for this project in order
that the recommendations of this report may be properly interpreted and
implemented in the design. It is also recommended that the Soil Engineer be
I provided the opportunity to verify the foundation and slab construction in the field
prior to placing concrete. (If the Soil Engineer is not accorded the privilege of
making these reviews, he can assume no responsibility for misinterpretation of his
I recommendations).
' The Soil Engineer has prepared this Report for the exclusive use of the client
and authorized agents. This Report has been prepared in accordance with generally
accepted soil and foundation engineering practices. No other warranties, either I expressed or implied, are made as to the professiohal advice provided under the
terms of this agreement, and included in the Report.
B & B Engineering Inc. and Associates appreciate this opportunity to be of
service. Should you have any questions regarding this project, please do not
hesitate to contact us.
Sincerely,
I
I
I
I
çDFESS/0
Q.
' RGE127 0 '
Exp.12/31/O1
OF C
/.Beard
ka'4
RCE RQE RUE
Chief Engineer
I
n H
I
I 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 • 760-945-3150 9 FAX 760-945-4221
Hlk inc.
CIVIL. GEO TECHNICAL. S QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING -
CONSTRUCTION MANAGEMENT S INSPECTION
CLIENT: TALLMAN
PROJECT: TAL 898
DATE: 14 OCT. 1998
MR. JEFF TALLMAN
2946 State Street, Suite G
Carlsbad, CA. 92008
Subject: Results of Compaction Testing and Inspection
f
o
r
t
h
e
l
o
t
located at. 2335 Pio Pico Drive, Carlsbad, CA.
(APN: 156-350-08)
Dear Mr. Tallman: /
Pursuant to your request, we have completed our Inspe
c
t
i
o
n
and Compaction Testing of the rough grading operations
f
o
r
t
h
e
subject parcel. Locations of our Field Density Tests
a
r
e
s
h
o
w
n
o
n
Enclosure (1), and the results of these tests are detai
l
e
d
o
n
Enclosure (2).
Site preparation, compaction, and testing were accomplis
h
e
d
between August 27 and September 4, 1998. Based on our
observatins and testing, it is our opinion that the wo
r
k
performed during that period was in general conforma
n
c
e
w
i
t
h
o
u
r
Preliminary Geotechnical Investigation dated 27 June 19
9
8
a
n
d
t
h
e
City of Carsibad Grading Ordinance.
On August 27, 1998, grading began on the subject lot
w
i
t
h
t
h
e
contractor removing some trees, the existing concrete
s
l
a
b
s
a
n
d
retaining walls, and the surface vegetation in the
a
r
e
a
t
o
b
e
graded for the driveway and house pad. All debris wa
s
r
e
m
o
v
e
d
from the proposed grading area.
On this date, the contractor excavated the loose surfa
c
e
soils in the area of the concrete rc'long the easte
r
l
y
s
i
d
e
oV26o7
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221
Ln;iiiceriIig, inc.
CIVIL GBOTECHN1C.IL. .4 QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL. TESTING
CONSTRUCTION MANAGEMENT 49 INSPECTION -
of the lot by removing approximately 2 to 3 feet of loose
materials. These soils were stockpiled in the center portion of
the lot. The contractor then replaced and recompacted these
stockpiled soils on the easterly side of the house pad. Fill
materials consisting Of native silty sands were placed in thin
lifts, watered as necessary, and compacted utili-zing a T-973
trackloadér and a D-4 bulldozer. -
Upon reaching the design finished grade, the contractor over-
excavated and recompacted the upper 3 fet of the surface soils
for the house pad to create a uniform fill blanket and to help
eliminate the effects of differential settlement.
As indicated by our Compaction Test Results, Enclosure (2),
density tests performed in the fill materials -for the driveway,
rear yard, and the main house pad indicated over 90% relative
compaction as compared to ASTM Test Procedure D 1557-91.
In general, the native materials exposed at surface grades
were considered to have a moderate expansion potential according
our test results of our Preliminary Soils -Investigation.
Foundations shall be sized and constructed in accordance with
the recommendations found -in the latter part of this report. For
foundation design purposes, an allowable bearing strength of 1450
psf may be utilized for all continuous or spread footings founded
in dense native soils or compacted fill soils compacted to over
90% relative compaction per ASTM D 1557-91.
It is recommended that the continuous perimeter foundations
and concrete slabs for a light weight, wood framed, stucco type
structure shall be constructed and reinforced in accordance with
the following minimum design criteria:
-2-
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 " 760-945-3150 .FAX: 760-945-4221
B14b3inghicering, inc.
CIVIL CEO TECMNICA.. S QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT S INSPECTION -
a. The continuous perimeter foundations s
h
a
l
l
e
x
t
e
n
d
a
minimum depth of 24 inches and a minimum wi
d
t
h
o
f
1
5
i
n
c
h
e
s
i
n
t
o
firm native or compacted fill soils for a t
w
o
s
t
o
r
y
s
t
r
u
c
t
u
r
e
.
For a single story structure the foundati
o
n
s
s
h
a
l
l
e
x
t
e
n
d
a
minimum depth of 18 inches and a minimum
w
i
d
t
h
o
f
1
2
i
n
c
h
e
s
.
T
h
e
depth of the foundations shall be measured fr
o
m
t
h
e
l
o
w
e
s
t
adjacent grade. The continuous foundation
s
s
h
a
l
l
b
e
r
e
i
n
f
o
r
c
e
d
with at least four No. 4 steel bars, two
b
a
r
s
s
h
a
l
l
b
e
p
l
a
c
e
d
3
inches from the top of the foundation and t
h
e
o
t
h
e
r
b
a
r
s
s
h
a
l
l
b
e
placed 3 inches from the bottom. As an atte
r
n
a
t
i
v
e
t
o
t
h
e
N
o
.
4
rebars, one No. 5 steel rebar top and bottom
m
a
y
b
e
u
s
e
d
.
Footings which span from native material to c
o
m
p
a
c
t
e
d
f
i
l
l
soils, where applicable, shall be reinforced
w
i
t
h
a
n
a
d
d
i
t
i
o
n
a
l
one No. 5 steel bar top and bottom to con
t
r
o
l
p
o
t
e
n
t
i
a
l
differential movement extended 10 feet on ei
t
h
e
r
s
i
d
e
o
f
t
h
e
daylight line.
Footings placed on or adjacent to fill slopes
s
h
a
l
l
h
a
v
e
a
minimum horizontal distance of seven feet (7'
)
f
r
o
m
t
h
e
b
o
t
t
o
m
edge of the footings to the face of the sl
o
p
e
.
d. All interior concrete slabs shall be a m
i
n
i
m
u
m
o
f
f
o
u
r
inches in thickness and shall be reinforce
d
w
i
t
h
a
m
i
n
i
m
u
m
o
f
N
o
.
3 rebars placed at 18 inches on center bot
h
w
a
y
s
a
n
d
p
l
a
c
e
d
i
n
t
h
e
center of the.slab. The bars shall be ben
t
d
o
w
n
w
a
r
d
i
n
t
o
t
h
e
perimeter footings at 18 inches on center
t
o
a
d
e
p
t
h
o
f
3
i
n
c
h
e
s
from the bottom. In order to minimize vapor
t
r
a
n
s
m
i
s
s
i
o
n
,
a
n
impermeable membrane (ie: visqueen) shall
b
e
p
l
a
c
e
d
o
v
e
r
2
i
n
c
h
e
s
of clean, poorly graded, coarse sand, deco
m
p
o
s
e
d
g
r
a
n
i
t
e
,
o
r
crushed rock. The membrane shall be covere
d
w
i
t
h
2
i
n
c
h
e
s
o
f
s
a
n
d
to protect it during construction and the s
a
n
d
s
h
o
u
l
d
b
e
l
i
g
h
t
l
y
moistened just prior to placing concrete
.
A
l
l
c
o
n
c
r
e
t
e
u
s
e
d
o
n
-3-
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221
Iigjiiieeriiitj, inc..
CIVIL GE.O TECHNIC4L A QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT & INSPECTION -
this project shall have a minimum compressive st
r
e
n
g
t
h
o
f
2
5
0
0
p
s
i
unless otherwise increased on the Building Plans
.
These foundation recommendations are minimum desi
g
n
requirements for the finish grade soil conditions;
h
o
w
e
v
e
r
,
a
c
t
u
a
l
foundations shall be designed by the Structural En
g
i
n
e
e
r
f
o
r
t
h
e
expected live and dead loads, and for wind and seis
m
i
c
l
o
a
d
s
.
Findings of this Report are valid as of this da
t
e
;
h
o
w
e
v
e
r
,
changes in conditions of a property can pccur wit
h
p
a
s
s
a
g
e
o
f
time, whether they be due to natural process or work
s
o
f
m
a
n
o
n
this or adjacent properties. In addition, changes in applicable
or appropriate standards occur whether they result from
legislation or broadening of knowledge. Accordingly, fin
d
i
n
g
s
o
f
this Report may be invalidated wholly or partially by chan
g
e
s
outside our control. Therefore, this Report is subject to
r
e
v
i
e
w
and should not be relied upon after a period of one year
.
In the event that any changes in the nature, desig
n
,
o
r
location pf buildings are planned, the conclusions and
recommendations contained in this Report shall not b
e
c
o
n
s
i
d
e
r
e
d
valid unless the changes are reviewed and the conc
l
u
s
i
o
n
s
o
f
t
h
i
s
Report are modified or verified in writing.
This Report is issued with the understanding that it
i
s
t
h
e
responsibility of the owner or of his representative
t
o
e
n
s
u
r
e
that the information and recommendations containe
d
h
e
r
e
i
n
a
r
e
called to the attention of the project Architect
a
n
d
E
n
g
i
n
e
e
r
a
n
d
are incorporated into the plans. Further, the
n
e
c
e
s
s
a
r
y
s
t
e
p
s
shall be taken to ensure that the contractor and
s
u
b
c
o
n
t
r
a
c
t
o
r
s
carry out such recommendations in the field.
-4--
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX 760-945-4221
Iisjiiieeriiig;, inc..
CIVIL. CEO TECHNICAJ.. & QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENTS INSPECTION -
It is recommended that the Soil Engineer be
p
r
o
v
i
d
e
d
t
h
e
opportunity for a general review of the final de
s
i
g
n
p
l
a
n
s
a
n
d
specifications for this project in order that t
h
e
r
e
c
o
m
m
e
n
d
a
t
i
o
n
s
of this report may be properly interpreted and i
m
p
l
e
m
e
n
t
e
d
i
n
t
h
e
design. It is also recommended that the Soji
E
n
g
i
n
e
e
r
b
e
p
r
o
v
i
d
e
d
the opportunity to verify the foundation and s
l
a
b
c
o
n
s
t
r
u
c
t
i
o
n
i
n
the field prior to placing concrete. (If the
S
o
i
l
E
n
g
i
n
e
e
r
i
s
n
o
t
accorded the privilege of making these reviews
,
h
e
c
a
n
a
s
s
u
m
e
n
o
responsibility for misinterpretation of his rec
o
m
m
e
n
d
a
t
i
o
n
s
)
.
The Soil Engineer has prepared this Report for the exclusive
use of the client and authorized agents. Th
i
s
R
e
p
o
r
t
h
a
s
b
e
e
n
prepared in accordance with generally accepted s
o
i
l
a
n
d
f
o
u
n
d
a
t
i
o
n
engineering practices. No other warranties,
e
i
t
h
e
r
e
x
p
r
e
s
s
e
d
o
r
implied, are made as to the professional adv
i
c
e
p
r
o
v
i
d
e
d
u
n
d
e
r
t
h
e
terms of this agreement, and included in the
R
e
p
o
r
t
.
B & B Engineering Inc. and Associates appreci
a
t
e
t
h
i
s
opportunity to be of service. Should you have
a
n
y
q
u
e
s
t
i
o
n
s
regarding this project, please do not hesitate
t
o
c
o
n
t
a
c
t
u
s
.
Sincerely,
2)*'\
Exp.12/31/Ol rthur C. Beard RCE RGE
LIP Chief Engineer
OF CAt.
-5-
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-9453150 • FAX: 760-945-4221
7&
t2. 0 APPROXIMATE LOCATION OF FIELD -DENSITY TESTS
PLOT PLAN
OWNER: MV--. iar lLcIiI?:,,ji,wcrin1j,iiic.
LOCATION: PlO P/CO V,,
•3TRUCflLENGlNEERING.NDSuAVING
CIVIL. GEOTECHNICAL, QUALITY ENGINEERS
C,a .4 LS3A'2, C. PERCOLATION a SOIL TESTING
A.P;N.: /562-o
PROJECT: TA- 89 DATE: ]
CONSTRUCTION MANAGEMENT & INSPECTION
ENCLOSURE (1)
-
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(T iIIJ Injinccring,
CEO TECMNICAL. 6 DUALITY ENGINEERS
STRUCTURAL ENGINEERING • LAND SURVEYING
PERCOLA VON & SOIL TESTING
CONSTRUCTION MANAGEMENT 6 INSPECTION
PROJECT: 7A c98 .
-
Test
No.
Test
Date
Test
Location
-. Test
El/Depth
Soil
Type
Dry Density, pcf [ Moisture, % Relative
Compaction
Retest
No. Field Maximum. Field Opt.
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COMPACTION CURVE DATA
SOIL TYPE AND DESCRIPTION
OPTIMUM
MOISTURE %
MAXIMUM DRY
DENSITY (pcf
4, d8Qoz'v 5/.7'
COMPACT/Oi\' TEST DA TA ENCLOSURE (2)
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CIVIL. CEO TECHNICAL £ QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT & INSPECTION
This Report is issued with the understanding that
i
t
i
s
t
h
e
responsibility of the owner, or of his representa
t
i
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,
,
t
o
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n
s
u
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that the information and recommendations containe
d
h
e
r
e
i
n
a
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called to the attention of the Architect and Engine
e
r
f
o
r
t
h
e
project and incorporated into the plans and that the
n
e
c
e
s
s
a
r
y
steps are t'aken to see that the contractor and subco
n
t
r
a
c
t
o
r
s
carry out such recommendations in the field.
The Soil Engineer has prepared this Report for the
e
x
c
l
u
s
i
v
e
use of the client and authorized agents.- This R
e
p
o
r
t
h
a
s
b
e
e
n
prepared in accordance with generally accepted so
i
l
a
n
d
f
o
u
n
d
a
t
i
o
n
engineering practices. No other warranties either
e
x
p
r
e
s
s
e
d
o
r
implied are made as to the professional advice pro
v
i
d
e
.
d
u
n
d
e
r
t
h
e
terms of this agreement, and included in the Report.'
It is recommended that the Soil Engineer be prov
i
d
e
d
t
h
e
opportunity fOr a general review of the final des
i
g
n
a
n
d
specifications in order that earthwork and foundatio
n
recommendations may be properly interpreted and i
m
p
l
e
m
e
n
t
e
d
i
n
t
h
e
design and specifications. (If the Soil Engineer
i
s
n
o
t
a
c
c
o
r
d
e
d
the privilege of making this recommended review
,
h
e
c
a
n
a
s
s
u
m
e
n
o
responsibility for misinterpretation of his recomm
e
n
d
a
t
i
o
n
s
)
.
B & B Engineering, Inc. appreciate this opportunity to be o
f
service. Should you have any questions regarding this pr
o
j
e
c
t
,
please do not hesitate to contact our office.
? c.
,57/'r RGE 127 o\
( Exp.j31101 J
Sincerely,
Arthur C. Beard ROE RQE RGE
-10-
517A SD. MELROSE DRIVE #285. VISTA, CA 92083 760-945-3150
• FAX: 760-945-4221
7 ,
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PIT DIMENSIONS IN FEET W%'
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MAXIMUM DRY
DENSITY (pcf
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CONSTRUCTION MANAGEMENT & INSPECTION
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