HomeMy WebLinkAbout2815 ELMWOOD ST; ; CB992396; Permit08-21-2006
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
Project Title:
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Residential Permit Permit No:CB992396
Building Inspection Request Line (760) 602-2725
2815 ELMWOOD ST CBAD
RESDNTL
1562304500
$171,892.00
27
0
0
GONSALEZ/COURSON ADDITION
1 ST & 2ND STORY ADDITION 1754SF
Sub Type:
Lot#:
Construction Type:
Reference #:
Structure Type:
Bathrooms:
RAD
0
VN
Applicant:
PLATO CARPADAKIS
3169 CHELSEA PARK CR
SPRING VALLEY CA 91978
619-670-0895
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
Orig PC#:
Plan Checktt:
ABANDOND
06/29/1999
DT
12/06/1999
Owner:
GONSALEZ THOMAS L&COURSON KELLY
2815ELMWOODST
CARLSBAD CA 92008
Building Permit
Add'l Building Permit Fee
Plan Check
Add') Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park in Lieu Fee
Park Fee
LFM Fee
Bridge Fee
Other Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add'l Renewal Fee
Other Building Fee
HMP Fee
Pot. Water Con. Fee
Meter Size
Add'l Pot. Water Con. Fee
Reel. Water Con. Fee
$873.08 Meter Size
($873.08) Add'l Reel. Water Con. Fee
$567.50 Meter Fee
$0.00 SDCWA Fee
$0.00 CFD Payoff Fee
$0.00 PFF (3105540}
$0.00 PFF (4305540)
$0.00 License Tax (3104193)
$0.00 License Tax (4304193)
$0.00 Traffic Impact Fee (3105541)
$0.00 Traffic Impact Fee {4305541)
$0.00 Sidewalk Fee
$0.00 PLUMBING TOTAL
$0.00 ELECTRICAL TOTAL
$0.00 MECHANICAL TOTAL
$0.00 Housing Impact Fee
?? Housing InLieu Fee
$0.00 Housing Credit Fee
Master Drainage Fee
$0.00 Sewer Fee
$0.00 Additional Fees
TOTAL PERMIT FEES
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$567.50
Total Fees:$567.50 Total Payments To Date:$567.50 Balance Due:$0.00
Inspector:
FINAL APPROVAL
Date:Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition* of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. .
PERMIT APPLICATIONCITY OF CARLSBAD BUILDING DEPARTMENT2075 Las Palmas Dr., Carlsbad CA 92009(760)438-1161 FOR OFFICE USE ONLYPLAN CHECKEST. VAL.Plan Ck. DepositValidated ByDateAddress (include BIdg/Suite Business Name (at this 06/29/99 0001 01 02Phase NCrPKtfhotal # of unHST-50Legal Description Lot No.Subdivision Name/Number Unit No.Assessor's Parcel #<$Y Af&fa Existing Use Proposed UseDescription of Work SO. FT.#of Stories # of Bedrooms # of Bathrooms
(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 [45001).
Name Address
State License # License Class
City State/Zip Telephone #
City Business License #
Designer Name Address
State License #
6. i ;;WORKER'S1 ;qOHJPENSAtlO'N^£::: •> .. '•; ••.•"•.. '*•.>.-.•< '-'= -, ,'.: : '.}"
City State/Zip Telephone
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
n 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.
Q 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)
Q 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 manner 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 up to one hundred
thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
SIGNATURE DATE
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
D 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).
JO***!, 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).
O I am exempt under Section _ Business and Professions Code for this reason:
1 . I personally plan to provide the major labor and materials for construction of the proposed property improvement. Q YES
2. I (Have)/ have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
4. I plan to provide portions of the work, but 1 have hired the following person to coordinate, supervise and provide the major work (include name / address / phone
number / contractors license number):
5. I will provide some of the work, but \ have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type
of work):
PROPERTY OWNER SIGNATURE
Is the applicant or future building acc\ip_ai\t/equired 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? Q YES C! NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? O YES Q NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? Q YES Q NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.ta:;n$p$^ ..=• . /^^T-^V^:- ;.--.• . • •. / .-= -,: . >.- ••• / , •••; . .-.•• •:r.vtyv
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3Q97(i) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate, I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the CitV of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the ByUd>Fi!? Off icial under the provisions of this Code shall expire by limitation and become null and void if the building or
work authorized by such permit is not co^RmftrfcHtfwithinyjeffdays from the date of such permit or if the buitding or work authorized by such permit is suspended
or abandoned at any time after the woj]p>^$nvfiencejHprj^period o^^TBQxIays (Section 106.4.4 Uniform Building Code). •
APPLICANT'S SIGNATURE DATE
MITE: File YELLOW: Applicant PINK: Finance
EsGil Corporation
In Partners/lip with, government for Quitting Safety
DATE: 11/29/99 QAPPa^ANT
JURISDICTION: Carlsbad a PLAN REVIEWER
a FILE
PLAN CHECK NO.: 99-2396 SET: IV
PROJECT ADDRESS: 2815 Elmwood St.
PROJECT NAME: Courson-Gonsalez Residential Addition
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:
Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has been
completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKSrA. Special iiispectteFHs^Qq^Hred for the epoxy set hold dowfl-keJte-tfHhgrexrsting^^^™ i i i I W •*+
foundation ThP-architect or Anrjinp^i1 nfimmtshall prepare an inspection prngrnrii wliiHi si i nil In*
submitted to tho building official-for approval prtorto issuance of tho building PGM nit. Please review
Section 106.3.5. Please complete the attached form. B. The attached sheets 11,17 & S-1 must be
incorporated into the city set of plans
By: Chuck Mendenhall Enclosures:
Esgil Corporation
D GA n MB D EJ D PC 11/16/99 tmsmtl.dot
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION:
PLAN CHECK NUMBER: OWNER'S NAME:
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.
Signed
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.
EngineerVArchftael's SealBwe
Signed
1. List of work requiring special inspection:
Q Soils Compliance Prior to Foundation Inspection Q Field Welding
n Structural Concrete Over 2500 PSI O High Strength Bolting
Q Prestressed Concrete Q Expansion/Epoxy Anchors
Q Structural Masonry Q] Sprayed-On Fireproofing
Q] Designer Specified G Other
2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed
above:
A.
B.
C.
3. Duties of the special inspectors for the work listed above:
A.
B.
C.
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 fartwrsfiip with Qovtrnmtnt for 'BuiOfing Safety
DATE: 11/4/99 Q APPLjCANT
JURISDICTION: Carlsbad Q PLAN REVIEWER
a FILE
PLAN CHECK NO.: 99-2396 SET: III
PROJECT ADDRESS: 2815 Elmwood St.
PROJECT NAME: Courson-Gonsalez Residential Addition
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:
Plato Carpadakis
3169 Chelea Park Circle, Spring valley, CA 91976
Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has
been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS:
By: Chuck Mendenhall Enclosures: .,,
Esgil Corporation
D GA D MB n EJ n PC 10/28/99 tmsmtwot
9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576
Carlsbad 99-2396
11/4/99
NOTE: The items listed below have not been adequately addressed. I hope
you don't intend to further delay this project by attempting to respond to
the remaining items as "overkill" and questioning the professional
judgement of the soil engineer. This evasion of the issues by name calling
and conjecture does nothing to further your clients desire to secure a
building permit.
• PLANS
1. 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:
1. 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.
2. 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.
2. Special inspection is required for the epoxy set hold down bolts in the
existing foundation. 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. The city does have a copy
of the Special inspection Program on file but it has not been
completed. The company that will be performing the inspections
must be listed prior to issuance of the building permit.
• FOUNDATION REQUIREMENTS
11. In accordance with Carlsbad policy 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. The soil report has *
now been provided but the following items are required by the
report:
Carlsbad 99-2396
11/4/99
A. 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:
• The building pad was prepared in accordance with the soils report,
• The utility trenches have been properly backfilled and compacted, and
• The foundation excavations, the soils expansive characteristics and
bearing capacity conform to the soils report."
B. 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 (required by the soil report).
C. The footings must be at least 18" into competent terrace deposits. The
foundation details on sheet S1 show the footings to be max of 12" deep.
SHEET 11 OF THE PLANS HAS BEEN CHANGED TO INDICATE THE 18"
DEEP FOOTINGS BUT THE DETAILS ON SHEET 17 OF THE PLANS.
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.
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 Chuck Mendenhall
at Esgil Corporation. Thank you.
EsGil Corporation
In yartneTsfiip with government for 'BuiUing Safety
DATE: 10/5/99 Q APPLICANT
Jl
JURISDICTION: Carlsbad a~PLSFJ"REVlEWER
a FILE
PLAN CHECK NO.: 99-2396 SET: II
PROJECT ADDRESS: 2815 Elmwood St.
PROJECT NAME: Courson-Gonsalez Residential Addition
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:
Plato Carpadakis
3169 Chelea Park Circle, Spring valley, CA 91976
Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has
been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS:
By: Chuck Mendenhall Enclosures:
Esgil Corporation
GA MB EJ PC 9/27/99 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576
Carlsbad 99-2396
10/5/99
NOTE: The item numbers listed below refer to the items from the previous
list. These remaining items have not been adequately addresses. The note
in bold a the end of each item is to emphasize the remaining problem.
• PLANS
1. 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:
1. 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.
2. 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.
2. Special inspection is required for the epoxy set hold down bolts in the
existing foundation. 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. Special inspection
program form was not provided.
• FOUNDATION REQUIREMENTS
11. In accordance with Carlsbad policy 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. The soil report has
now been provided but the following items are required by the
report:
A. 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:
• The building pad was prepared in accordance with the soils report,
Carlsbad 99-2396
10/5/99
• The utility trenches have been properly backfilled and compacted, and
• The foundation excavations, the soils expansive characteristics and
bearing capacity conform to the soils report."
B. 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 (required by the soil report).
C. The footings must be at least 18" into competent terrace deposits. The
foundation details on sheet S1 show the footings to be max of 12" deep.
• ENERGY CONSERVATION
22. All energy items shown on the plans must be in agreement with the
information shown on the properly completed Form CF-IR. The energy
design does not include a new or additional water heater. The plans
show a proposed additional WH in the new garage. THE RESPONSE
INDICATES THAT 12 ON S1 ONLY REFERS TO AN ADDITIONAL WH
IF NECESSARY. THE PLANS SHOW A SHADED WH IMPLYING THAT
AN ADDITIONAL WH IS ACCEPTABLE. THIS IS NOT THE CASE. THE
ENERGY DESIGN DOES NOT INCLUDE A NEW WATER HEATER.
DELETE THIS NOTE AND DETAIL FROM THE PLANS OR PROVIDE
REVISED ENERGY DESIGN.
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.
Have changes been made to the plans not resulting from this correction list?
Please indicate:
Yes Q No a
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 Chuck Mendenhall
at Esgil Corporation. Thank you.
Carlsbad 99-2396
10/5/99
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION:
PLAN CHECK NUMBER: OWNER'S NAME:
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.
Signed
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.
EnglneerVArcWect'a Seal
& Signature
Signed
1. List of work requiring special inspection:
Q Soils Compliance Prior to Foundation Inspection O Field Welding
n Structural Concrete Over 2500 PSI n High Strength Bolting
G Prestressed Concrete Q Expansion/Epoxy
Anchors
Q Structural Masonry Q Sprayed-On
Fireproofing
Q| Designer Specified Q Other
2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed
above:
A.
B.
C.
3. Duties of the special inspectors for the work listed above:
A.
B.
C.
EsGil Corporation
In ^Partners/lip vJitfi. government for ftuihting Safety
DATE: 7 V 15/99
JURISDICTION: Carlsbad Q PLAN REVIEWER
Q FILE
PLAN CHECK NO.: 99-2396 SET: I
PROJECT ADDRESS: 2815 Elmwood St.
PROJECT NAME: Courson-Gonsalez Residential Addition
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:
Plato Carpadakis
3169 Chelea Park Circle, Spring valley, CA 91976
Esgil Corporation staff did not advise the applicant (except by mail) that the plan check has
been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS:
By: Chuck Mendenhall Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 7/1/99 tmsmldot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858)560-1468 •* Fax (858) 560-1576
Carlsbad 99-2396
7/15/99
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: 99-2396 JURISDICTION: Carlsbad
PROJECT ADDRESS: 2815 Elmwood St.
FLOOR AREA: 1754 New
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 7/15/99
STORIES: two
HEIGHT: 23 ft approx per UBC
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 7/1/99
PLAN REVIEWER: Chuck Mendenhall
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 access for the disabled. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinance by the Planning Department, Engineering Department, Fire
Department or other departments. Clearance from those departments may be required prior to
the issuance of a building permit.
Present California law mandates that residential construction comply with Title 24 and the
following model codes: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994
UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95).
The above regulations apply to residential construction, regardless of the code editions adopted
by ordinance.
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,
1994 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
Carlsbad 99-2396
7/15/99
• PLANS
1. 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:
1. 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.
2. 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.
2. Special inspection is required for the epoxy set hold down bolts in the existing
foundation. 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.
• GENERAL RESIDENTIAL REQUIREMENTS
3. Glazing in the following locations should be of safely glazing material in
accordance with Section 2406.4 A. window 16 at the stair enclosure B. Windows
11 & 12 at the master tub. C. Window 8 within 24" of the sliding glass door at the
Master Sitting Rm
• EXITS, STAIRWAYS, AND RAILINGS
4. Guardrails (Section 509.1):
a) Openings between railings shall be less than 4". See the rail above
the Living Rm shown in section A/9. It appears that the rail above the
stem wall has openings greater than 4".
5. The handgrip portion of all handrails shall be not less than 1-1/4 inches nor more
than 2 inches in cross-sectional dimension. Handrails projecting from walls shall
have at least 1-1/2 inches between the wall and the handrail. Section 1006.9.
See section A/10.
Carlsbad 99-2396
7/15/99
15. Design and detail on the plans the second floor support for beam R-2 (4x10) over
the Guest Bed Rm closet. The plans do not show support for the post supporting
this beam.
16. Detail on the plans the connection of the second floor Cs strap hold downs to the
beam or joists below. Detail the connection of these beams or joists to the post
support to resist the uplift forces.
• MECHANICAL (UNIFORM MECHANICAL CODE)
17. Show the size, location and type of the new heating and cooling appliances or
systems.
18. Show source of combustion air to furnace, per Chapter 7, UMC.
19. 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 opening. Section 319.3, UMC.
20. 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 319.4, UMC.
• ELECTRICAL (NATIONAL ELECTRICAL CODE)
21. Show on the plan the existing or new 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.
• ENERGY CONSERVATION
22. All energy items shown on the plans must be in agreement with the information
shown on the properly completed Form CF-IR. The energy design does not
include a new or additional water heater. The plans show a proposed
additional WH in the new garage.
23. Show on the plans the make, model, type and efficiency of the space heating (or
cooling) system.
• CARLSBAD S.F.P. & DUPLEX SUPPLEMENT
24. All structures require a Class A roof covering, except room additions. If a room
addition covers all of the existing building (2nd story addition), then the above
exception doesn't apply.
Carlsbad 99-2396
7/15/99
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION:ce
PLAN CHECK NUMBER:OWNER'S NAME: 79&**A-£
'• 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 atthje site listed above. UBC Section 106.3.5.
Signe.AA/W
I, as the engine'er/arfcbntect 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.
Enginear't/AirNlMft Seal
& Signature Here
Signed
1. List of work requiring special inspection:
Q Soils Compliance Prior to Foundation inspection Q Field Welding
D Structural Concrete Over 2500 PSI iHign Stren9tn Bolting
O Prestressed Concrete f_ g)Expansion/Epoxy Anchors
n Structural Masonry ^-^^"_T Sprayed-On Fireproofing
Q Designer Specified Q Other
2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed
above:
A J & * A.^^^ m^^^L-^rkA -J^-^^*^^^ 1 ^^* m^* * — — . -^ ^ ^ - ^^ i-T—_•* * ^ -A 9
B.
c.
3. Duties of the special inspectors for the work listed above:
A.
B.
C.
Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site.
Carlsbad 99-2396
7/15/99
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Chuck Mendenhall
BUILDING ADDRESS: 2815 Elmwood St.
BUILDING OCCUPANCY: R3/U1
PLAN CHECK NO.: 99-2396
DATE: 7/15/99
TYPE OF CONSTRUCTION: VN
BUILDING PORTION
Dwelling
Garage
Air Conditioning
Fire Sprinklers
TOTAL VALUE
BUILDING AREA
(ft.2)
1754
608
VALUATION
MULTIPLIER
City Est
City Est
VALUE
($)
171,892
n 199 UBC Building Permit Fee • Bldg. Permit Fee by ordinance: $ 873.07
D 199 UBC Plan Check Fee • Plan Check Fee by ordinance: $ 567.49
Type of Review: Q Complete Review Q Structural Only Q Hourly
Q Repetitive Fee Applicable Q Other:
Esgil Plan Review Fee: $ 453.99
Comments:
Sheet 1 of 1
macvalue.doc 5196
City of Carlsbad
Engineering Department
DATE:
BUILDING PLANCHECK CHECKLIST
PLANCHECK NO.: CB
BUILDING ADDRESS: _
PROJECT DESCRIPTION:
ASSESSOR'S PARCEL NUMBER:
ff-ftV
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.
LA Right-of-Way permit is required prior to
construction of the following improvements:
EST. VALUE:
DENIAL
Please see ,the.attached report of deficiencies
marked with^Br'^ake necessary corrections to plans
or specifications for compliance with applicable
codes and standards. Submit corrected plans and/or
specifications to this office for review.
Date:
T
By:
FOR OFFICIAL USE ONLY
ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT:
Date:
D
D
n
n
ATTACHMENTS
Dedication Application
Dedication Checklist
Improvement Application
Improvement Checklist
Future Improvement Agreement
Grading Permit Application
Grading Submittal Checklist
Right-of-Way Permit Application
Right-of-Way Permit Submittal Checklist
and Information Sheet
Sewer Fee Information Sheet
ENGINEERING DEPT. CONTACT PERSON
Name: JOANNE JUCHNIEWICZ
City of Carlsbad
Address: 2075 Las Palmas Dr., Carlsbad, CA 92009
Phone: (619)438-1161, ext. 4510
CFD INFORMATION
Parcel Map No:
Lots:
Recordation:
Carlsbad Tract:
A-4
. CA 92OO9-^576 • (76O) 438-1161 • FAX (76O)
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1. Provide a fully dimensioned site plan drawn to scale. Show:
North Arrow D. Property Lines
Existing & Proposed Structures E. Easements
listing Street Improvements F. Right-of-Way Width & Adjacent Streets
G. Driveway widths
Q 2. Show on site plan:
A. Drainage Patterns
1. Building pad surface drainage must maintain a minimum slope of one
percent towards an adjoining street or an approved drainage course.
2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive
drainage of 2% to swale 5' away from building."
B. Existing & Proposed Slopes and Topography
H 3. Include on title sheet:
A. Site address
B. Assessor's Parcel Number
C. Legal Description
For commercial/industrial buildings and tenant improvement projects, include:
total building square footage with the square footage for each different use,
existing sewer permits showing square footage of different uses (manufacturing,
warehouse, office, etc.) previously approved.
EXISTING PERMIT NUMBER DESCRIPTION
DISCRETIONARY APPROVAL COMPLIANCE
Q Q 4a. Project does not comply with the following Engineering Conditions of approval for
Project No.
Q Q 4b. All conditions are in compliance. Date:
H \WORD\DOCS\CHKLSTiBuikling Planchecfc CKlsl BP0001 Fomi JJ.doc
BUILDING PLANCHECK CHECKLIST
DEDICATION REQUIREMENTS
5. 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 $ , pursuant to Carlsbad
Municipal Code Section 18.40.030.
Dedication required as follows:
Dedication required. Please have a registered Civil Engineer or Land Surveyor
prepare the appropriate legal description together with an 8 Vz" x 11" plat map
and submit with a title report. All easement documents must be approved and
signed by owner(s) prior to issuance of Building Permit. Attached please find an
application form and submittal checklist for the dedication process. Submit the
completed application form with the required checklist items and fees to the
Engineering Department in person. Applications will not be accept by mail or fax.
Dedication completed by:Date:
IMPROVEMENT REQUIREMENTS
6a. 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 gt?o pursuant to Carlsbad Municipal Code
Section 18.40.040. ^
Public improvements required as follows:
Attached please find an application form and submittal checklist for the public
improvement requirements. A registered Civil Engineer must prepare the
appropriate improvement plans and submit them together with the requirements
on the attached checklist to the Engineering Department through a separate plan
check process. The completed application form and the requirements on the
checklist must be submitted in person. Applications by mail or fax are not
accepted. Improvement plans must be approved, appropriate securities posted
and fees paid prior to issuance of building permit.
Improvement Plans signed by:Date:
6b. Construction of the public improvements may be deferred pursuant to Carlsbad
Municipal Code Section 18.40. Please submit a recent property title report or
current grant deed on the property and processing fee of $ tZL&Q^* 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:
H:\WORD\DOCS\CHKLST\fluiMina PlanOieck Cklsl BP0001 Form JJ.doc
BUILDING PLANCHECK CHECKLIST
•i st^ ond^ QftJ^
Q Q Q 6c. Enclosed please find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by:
Date:
Q Q a 6d. 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.
Q Q Q 7a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
Q Q Q 7b. 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 off by: Date:
Q Q 7c. Graded Pad Certification required. (Note: Pad certification may be required even
if a grading permit is not required.)
Q Q 7d.No Grading Permit required.
Q Q 7e.lf grading is not required, write "No Grading" on plot plan.
MISCELLANEOUS PERMITS
Q 8. 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, free trimming, driveway construction, tieing
into public storm drain, sewer and water utilities.
Right-of-Way permit required for:
BUILDING PLANCHECK CHECKLIST
HAWORD\DOCS\CHKLST^Buikling Plancheck Cklst BP0001 Form JJ.doc t
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Address
Planner
APN:
Phone (619) 438-1 1 61 , extension
I \ Type of Project & Use:_
Zoning: r* General Plan:
Project Density:.DU/AC
Facilities Management Zone:
CFD fin/nut)
Circle One
.Date of participation:Remaining net dev acres:
(For non-residential development: Type of land used created by
this permit: )
Legend:Item Complete
Environmental Review Required:
DATE OF COMPLETION:
YES
Item Incomplete - Needs your action
NO TYPE
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval:
Discretionary Action Required:
APPROVAL/RESO, NO.
PROJECT NO.
YES NO TYPE
DATE
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:
Coastal Zone Assessment/Compliance
XProject site locateoin Coastal Zone?
CA Coastal Commissl&n Authority? YES
If California Coastal Commission Authority: Contact them at - 3111 C
200, San Diego CA 92108-17^; (619) 521-8036
Determine status (Coastal Perrhjt Required or Eyerrtpt):
Coastal Permit Determination FornXalreadV^completed? YESv-
Form now. rI
6t>el Rio North, Suite
<r<tfe*/J
If NO, complete Coastal Permit Determine
Coastal Permit Determinatiqp^tog #:f
Follow-Up Actions^
1) StampBdNding Plans as "Exempt" or "Coas\^[ Permit Required" (at minimum
FloprTlans).
2) .Complete Coastal Permit Determination Log as neei
Carlsbad 99-2396
7/15/99
6. Stairway within the garage adjacent to the entry and landing must be a min of
36" wide. Sections 1006.3,1006.15 and 1006.2.
• ROOFING
7. Specify new roof material and application. Chapter 15.
8. Specify on the plans the following information for the roof materials, per Section
106.3.3:
• Manufacturer's name.
• Product name/number.
• ICBO approval number, or equal.
9. Show attic ventilation. Minimum vent area is 1/150 of attic area (or 1/300 of attic
area if at least 50% of the required vent is at least 3 feet above eave vents or
cornice vents). Show area required and area provided. Section 1505.3.
• GARAGE AND CARPORTS
10. New part of garage requires one-hour fire protection on the garage side of walls
and ceiling common to the dwelling. Table 3-B, Section 302.4. I could not locate
the required fire protection adjacent to the Entry and along the breezeway.
• FOUNDATION REQUIREMENTS
11. In accordance with Carlsbad policy 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.
12. Hold downs are required by the design engineer, note on plan that hold down
anchors must be tied in place prior to foundation inspection. Section 108.5.2.
13. Include in the foundation design the continuous footing supporting the
concentrated cantilever load from beam FB-3 that has a reaction of 4845 Ibs
• FRAMING
14. Per UBC Section 2343.6, provide the following note on the plans if trusses are
used: "Each truss shall be legibty branded, marked or otherwise have
permanently affixed thereto the following information located within 2 feet of the
center of the span on the face of the bottom chord:
• Identity of the company manufacturing the truss.
• The design load.
• The spacing of the trusses."
ord/G
Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The
fee is noted in the fees section on the following page.
Q 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad
sewer service area, you need to contact the Carlsbad Municipal Water District,
located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can
provide forms and assistance, and will check to see if your business enterprise is
on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for
assistance.
Industrial Waste permit accepted by:
Date:
Q 11.NPDES PERMIT
Complies with the City's requirements of the National Pollutant Discharge
Elimination System (NPDES) permit. The applicant shall provide best
management practices to reduce surface pollutants to an acceptable level prior to
discharge to sensitive areas. Plans for such improvements shall be approved by
the City Engineer prior to issuance of grading or building permit, whichever
occurs first.
Q Q 12. Q Required fees are attached
Q^No fees required
Q a a 13. Additional Comments:
H:\WORD\DOCS\CHKLSTiSuiMing PlanchecK ClUsl BP0001 Fofm JJ.doc
D
Inclusionary Housing Fee required: YES NO
(Effective date of Inclusionary Housing Ordinance - May 21, 1993.)
Data Entry Completed? YES NO
(A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!)
Site Plan:
1. Provide a fully dimensional site plan drawn to scale. Show: North arrow,
property lines, easements, existing and proposed structures, streets, existing
street improvements, right-of-way width, dimensional setbacks and existing
topographical lines.
2. Provide legal description of property and assessor's parcel number.
Zoning:
1. Setbacks:
Front:
Interior Side:
Street Side:
Rear:
Required
Required
Required
Required
Shown
Shown
Shown
Shown
.'V
i 2. Accessory structure setbacks:
Front: Requirej
Interior Side:
Street Side: ^^^^ Required
Rear: ^^ Required
Structtffe separation: Required
3. Lot Coverage:Required
Shown
Shown
Shown
Shown
Shown
Shown
4. Height:Required Shown
5. Parking: Spaces Required
Guest Spaces Required
Additional Comments_
Shown
Shown
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER
November 19, 1999
Mr. Michael Holzmiller
Planning Director
Carlsbad Planning Department
2075 Las Palmas Drive
Carlsbad, CA 92009-1576
Re: PF#CB 992396
Residential addition - 2815 Elmwood St.
Dear. Mr. Holzmiller:
In accordance with para. 21.10.040 (A) (2) (side yards), I respectfully request that the
north side yard of this proposed project be reduced to nine (9) feet since the South and
opposite side yards is already eleven (11) feet. In addition, the existing adjacent
residences to the north and south are already 12 ft. & 16 ft. respectively. This would
appear to be adequate separations after completion of the project.
I thank you in advance for your consideration and hopeful approval.
Sincerely,
Kelly Courson
2815 Elmwood St.
Carlsbad, CA 92008
(760) 729-7758
with
11ISOP?
VTIU tl TIDCI UAtt TK
it ran Kin tun m
•MB.I •inm tm «vi.1 Lift or TVCT lit «rLI ii nc iirrict « ID
•H, i iinm of iii.«
M
I # " ^
j^
^n^ V
\jf / ^ v *g / 5\
3 ' I 5 S 1 ^
'o ' fe < ;" i "V
• i" ' h
tit ""h'"nrT 1 •
•s \V ' . MEW
\\ I ^...•\T . /["}"» s. -2,5 /-* - - - i ' V ' (T v ^s i
\ 1 \ ~ : V.\ \ N \VA -
^*"~ lOO.OO'
MOKTH
\ o' i-201
O
fcXKT^ -.'-. f. -\ -\ '
]X;T
)\\
fJ;/ I
, I/
"\
1
'• ' \.
i
SITE PLAKJ c -)
EXPRESS LIMITATION OF LIABILITY:
permitted by law, Design
to Owner for any and all
expenses or damages whats
in anyway related to this
Contract from any cause o
not limited to Designer's
omissions, strict liabili
breach of warranty shall
received by Designer's or
Services.
er's total liability
injuries, claims, losses
oever arising out of or
project or to the original
r causes including, but
negligence , errors ,
ty, breach of contract or
not exceed the total compensation
iginal contract for Basic ,
/ ,\
1) The Contractor iluwork and Omtr ilutUttnclti.
Z) All calttloM »nd4riw1nfl> and/or mtlon btfori prKii
3) Thi appropriate ciIn th« *na to b*
4) Ownar th*ll not fr
of thli prejact oaccordanc* with t
t) Should tha contraawar* of any faul•rrori, aHblgultlfor which proportnanof to tha OHprojact In ordtr
61 All wortuaanthlp,raqulroBanti of tapplied or conitrttandardi of tha
7) Dlawniloni, locatvarUtad with arcappropriate.
B) Uhtr* no construeth* datifli tnall
9) Notes and detail*notei ind dttalltpr««d«nc« o»ar i
10) All twlcal detal
11) Ho p1p«t or duct iUtlcd for that p
12) All Contractors irovlewtd and-undiraa>111arUy with,accoapllih and ctJ*ct to th* coup)
13) Substitutions toetc. cither in quttnt thereof Mythe Owfer.
14) All KITCHEN APFU
15} The entire habit*
with gti-f Ircd tocontroh, ttc. th•anlikt awaner tx
GENERAL H
Q/l . Thi« pro]e
TOUB OAT IONS
F/l Wood shall 1
F/2 Surface watt
F/3 Where hold <
in plac* p*
F/4 where Ht f
provide a 1'
vail.
F/S Provide Hln
bolt*. 6 f<. ' one bolt lo.
T/6 Foundation*
or equal.
FRAMING
FR/1 Where Glued
certificate
shall be glv
to inatallat
FR/2 All WtATBER-
realstive b(
cover! no Bticflashed In >
proof .
FB/3 Where trum
branded . mat
•ffixftd thei
within 2 fe<
of th* bott<
a- Identil
b- the dei
c- the tpi
FR/* NAILING will
FIRE PROTECTI
FP/1 Permanently
hai-lrnr, shall
Kenneth H. Barrett
OWL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
4/1?
2}
A}
o/
6)
/i-f-
Of-
--
X 3
/:
- 9'
XM -® '
O
Structural Consulta
/O
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
ft!
"7<i
,//
3.02/2* 2029
/-f - 5 '
4* <+ * 1 Of
- 6
0
-f
£ 0
Structural Consultant
Kenneth H. Barrett
CML ENGINEER, CE-14659
P. 0. Box 12695
Et Cajon, CA 92022
(619) 442-5864
/..IS
7-- /to* W',*>
.- 9 -
&
<L- 10 - $.(, p* 3/20
/)
3)
0 0/u /T
SO I
7
X-//-
t
structural Consultant
n'
t 0 f
A
Kenneth H. Barrett
C/V/L ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
AS
-7'
Cttt-1.fr
# - "7
Structural Consultant
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
- /f
4-6
1
s)
4 i 7 7^ <? '
Structural Consultant
7) A &M|S f
4'
II +O
3560
C)
•7
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
Af
Z(.l
f<*/fe*,g3*
w.
301 $J
4 * 1- Of
2
Structural Consultant
9.5
727
Kenneth H. Barren
CIVIL ENGINEER, CE-14659
P. O. Box 12695
El Cajon, CA 92022
(619) 442-5864
t/L*
34/2
oa
3 ^ ^ ^
/35
Structural Consultant
- Q '
2 0 f~
2*lt*2()f
Kenneth H. barren
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
P*
StSO IMZft //f
257*
J3//5-9 -5'
I-A;
356(5
* 461* if
-5 '-
* I Of
Structural Consultant
Kennein ti. barren
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
442-5864 £-3235
&
L
6 -
c-
tf/2
- 310
flf
- 7 J
125
"
/iz
B'tf
03 f
IB-
E c'
V-$
I
- /2"
— a
t\
X
4
' . 2.
Structural Consultant
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. O. Box 12695
El Cajon, CA 92022
(619)442-5864
* 4 J
i 2,52 y -- £f-Btf^A
. /J"^ /5 tul&f-
/8 "
Structural Consultant
I'll,
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
3co *
2/5 -11
24332.
14- * -^
4I3CZ
Structural Consultant
' v^/X
ZS.C* "-
41. f- -
/a)
0
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. O. Box 12695
El Cajon, CA 92022
(619) 442-5864
* $562 f
* K*Z
o T Jr
^3£9)
^ 2^3/4^.^*
f-
fan- A7 57
.
f* (/ft?
.„
Structural Consultant
(619)442-5864
\ / r) L+J£ (& d Si^i/ tifftt //n
Kenneth H. Barrett , .
CIVIL ENGINEER, CE-14659 > 'L'
P. O. Box 12695
El Cajon, CA 92022 a.
/
07*- . ZZj-td
v PL If
Structural Consultant
nit- .
* )<fl
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022 /S-32J 5
(619)442-5864 , _ „ c
b'$'<77
(f) ///t/fr (fj
J
t
•i
25
in*. 4-* fr~ / 1 u-
7/3 "
Structural Consultant
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
3)
»'
y
' V
til 04-'
MO
4- ^*
Structural Consultant
(
104-1
HSf
Kenneth H. Barrett
CIVIL ENGINEER, CE- 14659
P. 0. Box 12695
El Cajon, CA 92022
(619)442-5864
f
* 4*1
2'6
35
•3-39
5)
1)02/4--27^
0 ' yf*
40/Wf <?/«-Ci /Q<l
Structural Consultant
A
/*
- h; fr^y -
- A;
Kenneth H. Barren
CIVIL ENGINEER, CE-14659
P. O. Box 12695
El Cajon, CA 92022
(619) 442-5864
lo
/fl5
,-l*)2A
3 •
A''3
« /US/"
S'y./'.«/g -
,d;, >A/
*/ 6 4
3 s:
^
Structural Consultant
ALL SCHEDULE
3/8" PLY, CDX 24/0, ^blocked all edges,
8d common nails, 12" o/c field nailing.
- 6" edge nailing
— 4" "
3\- 3" " " .
4\- 2" " " ., w/ 3x4 studs at
adjoining panel edges...
Studs @ 16" o/c
260# / Lt
380# / l.f.
490# / l.f.
640# / If.
Studs @ 24" o/c
220# / l.f.
320# / l.f.
410# / l.f.
530# / l.f.
3/8" PLY, STRUCT I, 24/0, blocked all edges
8d common, nails, 12" o/c field nailing.
5\- 4" edge nailing.
'6\- 3" "
7\- 2" "
430# / If.
550# / l.f.
730# / l.f.
360# / l.f.
460# / l.f.
610# / l.f.
15/32" PLY, STRUCT I1((24/0, blocked all edges
lOd common nails, 12" o/c field nailing.
8\- 2" edge nailing
ANCHOR BOLTS
2" plates
3" plates
4" plates
1/2" x 10"
5/8" x 10"
3/4" x 10"
5/8" x 12"
3/4" x 12"
5/8" x 12"
3/4" x 12"
Perpendicular
to grain
300#
360#
420#
460#
590#
700#
870#
870# / l.f.
Parallel
to grain
640#
640#
960#
1343#
1609#
1490#
SHEAR TRANSFER PLATES ( S.T.P. ) PANEL UPLIFT TIE
Model
No.
A35
A35F
LTP4
Type of
Construction
s
HI
ID
Direction
of Uiad
Fl
F2
G
J .
H
G
J
H
Allowable Loads
Floor
(100)
450
515
500
265
440
515
515
515
Root
(125)
450
645
500
265
440
645
645
645
LTP4 A35F A35
LTP4 INSTALLED
OVER PLYWOOD
SHEATHING. —i
TYPICAL A35F
INSTALLATION
A35
TYPICAL CS
INSTALLATION
AS FLOOR-TO-
FLOOR TIE
(CMST REQUIRES
MINIMUM 2-2x STUDS)
CS16 ON 2x_
MST ON 4x_
(or DBL. 2x_)
1. Allowable loads are for one anchor
When anchors are installed on each
side of the joist, the minimum
joist thickness is 3 inches.
2. Roof loads are 135% of floor loads
unless limited by other criteria.
Floor loads may be adjusted for
other load durations according
to the code, provided they do not
exceed those in the roof column.
3. Some illistrations show connections
that could cause cross-grain
tension or bending of the wood
during loading if not reinforced
sufficeatly In this case, mechanical
reinforcement should be considered.
4. G direction only : A35I and LTP4
can be installed over 3/B" plywood
with Bd x 1 1/2" nails and achieve
.72% of the listed load, or over 1/2"
and achieve .64% of the listed load,
8d commons will achieve 100% load
ICBO # 5279
Allowable Tension and Shear Loads for Threaded Rod Anchors
Sh4
. On
(W
»4
'-4
'*
v.
%
1
Drill
B*DU
W
'4
H
V,
'4
1
iVk
Ulnlnum
Embrt.Dtpth
W
IV,
3Vb
2%
4V.
afc
5
3»A
6V«
3'A
7V*
4'A
9
Spuing
(In.)
6%
6'*7Vfc
7Vi
6V4
BV4
12
12
13^
13V.
1SV4
15V,
£dgtout
<*>4
S'/4
5'A
6*
B*7'4
7'.*
10Vfc
1014
MS
11 S
1314
13'4
Avg
Tarn ton
Load
fceMM
P»l
1900
10200
7216
17700
6780
26720
15456
42100
19112
49160
20076
60060
AUombtt) TMuton Load! (KM)
BUM] on
Bond Strength
r(*2MOp*l
475
2550
1605
4425
1695
66BO
3665
10525
47BO
12290
5020
15015
t'c>400aptl
475
2570
1805
4600
1695
8050
3865
10620
47 bO
13720
5020
16255
Bu«lon ' "
SlMl Strength
AM7
(SA£101I)
2105
2105
3750
3750
5875
5875
6460
6460
11500
11500
15025
15025
A193CRB7
(SAE414Q)
4535
4535
8080
aoao
12660
12660
18230
18230
24785
24785
32380
32380
FiSJ
(A3045S)
30AS
3005
5495
5495
8610
8610
14585
14585
19630
19830
29905
29905
AUowtbtoShMrLMdi(U»)
BmdonSiMlSlnogttir^awop.1
A»r
SAE 1011)
—108S
—1930
—3025
—4360
—
5925
—7740
A1i3 GR 87
(SAE 41 40)
_
2340
—4160_
6520
—
9400
—
12770
—
16680
F5«3
(A3MSS)_
1590
—2830
—
4435
—7515_
10215
—
13345
Allowable Tension and Shear Loads for ASTM A615 Grade 40 and 60 Rebar
DOM)
Sat
(to\
•4
15
• 6
•7~^
IB
Drill
Bit
Oil
W
S
v»
'*1
IVfc
Uinlmuffl
EmbML
topth
(to.)
4V4
5
6»/4
7V.
9
Spicing
W
7'4
av*
12
13*A
15V,
EdBiout
CM
6H
7'^
10%
11»A
13 '4
Avg,
UO
TtuUn
LMdrc»2(wp*l
16480
24600
38360
47760
60600
AUowaMi.TffntlMi LMdi (IU)
Bw*i on Bond Strength
r(.!w»p«i
4120
6150
9595
11940
15150
f(.4«»p«l
4580
6510
10125
11940
15150
AllMMbfeTmloflMdstMUlM^BucdonSlMl Strength (Ito)
ASTUMISGnfeW
ft i!OMp»l
4000
6200
8800
12000
15800
Altowtbta Tmikm «nd
ShMfLtMitrBwMlon
StMlSlnngth(IU)
ASTUAfilSGftcttiar(22wgp.i
4800
7440
10560
14400
18960
Bolts in Concrete Masonry Units
studOl«<mo
Drill
Dl«
(in.)
Mln.
Embed.
(In.)
Edge
Distance
(In.)
End
Dieunot
(In.)
Allowable Lo»de '•*
Ob»)
Tenalon Shoar
Grout tilled CMU— Anchor !n»UII*d through tec* *h«ll
V.V4 5 4 4V.
Allowable Short Term Load (133)
1940
2585
2460
3280
Grout tilled CMU— Anchor instated In call opening
V.V4 1 5 3 3^
Allowable Short Term Load (133)
3140
4185
2360
3175
Hollow CMU— Anchor InsUllwJ through vlnghi l»c» «h«ll
Screen Tube required
V.'4 5 4 4%
Mttwabia Short Term Load {133)
220
295
675
900
1. Valim lor 6" and 8" wido Gradi N.
TyiM II, UflWwstflM, nwdium or
normal weight CMU accoiding to
ASTM CM and UBC stambrd 2H.
Gnxitad units lulty groutad with
coursi Qfout conlonnlng to ASTM
C476 wttn a minimum tompnsslirt
st/mgtli ol 2000 psi.
2. EmbMtmtM Aeplh i» maasuied
Irom U» outsida ol the block law
Allowable Tension Loads (or Threaded Rod
In Concrete Foundation Stemwall Comer Installation
stud
Dla.
V.
%
Drill Bit
Dla.
v«
1
Mia
Embed.
D*pu\
10
15
Mln. Wall
Thtekneaa
6
8
Mln.
Edge
Dl*L
1V4
1V4
Uln.
EndDiM.
5
5
Altowabl*Tenalon Load*
f'c«2000p«l
5750
8400
, Allowable
Short Term
Tenaton toad
!'• -2000 paJ
7665
11200
bctor ol 4) or steel sttwgti
•xcaedlll'F.
tw oblakw) by Bow JntarpcUtkn.
4.
rx earthquake, jxwcted tw ahaw toads do not 6K»ed ha 5ieals(rBnBihl«ASTMA307»¥«adfl(lrrjd.
5. Altowafite bad bawd on bond, areogih may be Jnl0rpoUledlorconcfflleco(npressiv«strengihs
twhwen 2000 psi and 4000 psL
6. Shear MMcitv lor rf^ftf « bnitAd 10 rho afiowablft *l»p| Mrwvrltv
Edge and end dlstanca* for thraadad
rod In concrete foundation ttamwall
corner Inatallatlon
Kenneth H. Barrett
CIVIL ENGINEER, CE-14659
P. 0. Box 12695
El Cajon, CA 92022
(619) 442-5864
*- 5-5?
7-5V*/ 33
-* tot *
'- ft A/
*&)
<^- 7/^ / ~r -/
CCS
y> r i. * 7
^- J .£6
"c"
,1 s/ /-?
(— / 'L 36.} I
Structural Consultant * Ct
'=• 3; Z>^= ="=•? S I" »
?iils I *"IH-|^
= I li If lifa-l5?i«>? = i^l 1.2 i ^
= ~i-~l flr^l! >i §> — £ c s E"*: IT E - — :>S B ^ -5 s' - —<!'> S-S
1-1
— ^ ^ = i2 £ ••* c-"1 ^.
si«!is.|§'il
7 - =• ? a- S = §.*.'
' ? C s £. S S R' £
BJ B H Hn o n n
r a rH- B H-< » <o o. a
13 13 1Jtt 0) 01
a 13
•8 •? 9» M» O'O H- W• 9 Ho IQ n.
n •
1C O
Z a 5
V = CS — B
tJ M'LQB) fU Wrr . •<« —0)D - ITnWT3 30 n(t D
H-t)T! l-rt->0 H-p
ED 0 IT
n top-D.0 U= 13 1nan110ill U OIII OH-lfl03 5 (U
o rr to
noH-S^ 3
•a i-
MOBSU =
(T —
(D *-•
WUJ
°"1,
i-hU 0
ai»
ta ••*.
•w^
-jioLj-jo . .,1 A1 ' '& ^53??T^ p5|
.' "Sn t--jU 10 i —«x»-oi?\r —
OKJO-^O.
H-
W~t 3^j -j \& Q to
H. PO M •& O 1>
S»J
tf=]
B£So voM
n't-1 WWi-'M
itkUJ'
cowl
•^WSui on nwioM
PM WCOM
"fMQ W)-'HSJ|
~ KSStr!\D LH i/i M> |
oUi£(i
£000!UlUiSf
!&. wit w-Ju>-O>-i
m o
&%-KR
*-* H*x* o i*i M nl/H/il^
U1U W
Ln infopOR
!???
7 2 =
935UtffUIss^iiMi-X 5 ± ~ fi-o 1C - 21 z'fTS
fliill'ill!"'"' Hi' B"9^ssO3s1^*55iT:='?'2. 5s * 5
o i- o r-
Ot <' 01 <O. (* O. 4
o *• ^
b b b b
•a -a TJ TJU> Ul UI (ff
n c-o -i
-o — co<» 3 3n to a.
8
«
8
isa
i£^
'2gS
H
O3
O
2n
^oK)00
<M
"Qn) C
= «CD iH
H 0,
0 UA(0 t!
ID jj 0at i*jivon
•H ftCDC
•o ao ITJ nj
£N ^•oI) HI (Ifc acn o
TJ-H
tO W-U
V C4-1 O M
ffl-H 0<H AJ aP--HUJEQ OE O.1
at— v>, • jjman
H =
3 M
o £a »
CU ft ft 0,
> a
p UH B
£ | 1 •= i I y * 3 S ?
plT^J yiiJ^-
tJ = 'I = 2 g e .a " .' T
C8a|||'£«hSst' E_= T; C 8*S^E:til s^| &| = S?
&•< g, g ^ B a ^::".. x^1 i^< -5 = -° .sip y o » ^ .;? - •=•-rfS^-gS-Sn-^Shi.a
ialilllSPIl
UJ a:
UJea
i
= 2.
COAST GEOTECHNICAL
CONSULTING ENGINEERS AND GEOLOGISTS
August 23, 1999
Kelly Courson
2815 Elmwood Street
Carlsbad, CA 92008
Subject: LIMITED GEOTECHNICAL INVESTIGATION
Proposed Residential Additions
2815 Elmwood Street
Carlsbad, California
Dear Ms. Courson:
In response to your request and in accordance with our Proposal and Agreement dated
June 10, 1999, we have performed a preliminary geotechnical investigation on the subject
site for the proposed additions.
The findings of the investigation, laboratory test results and recommendations for
foundation design are presented in this report.
From a geotechnical point of view, it is our opinion that the site is suitable for the
proposed development, provided the recommendations in this report are implemented
during the design and construction phases.
If you have any questions, please do not hesitate to contact us at (858) 755-8622. This
opportunity to be of service is appreciated.
Respectfully submitte
COAST GEOTECHNI
Mark Burwell, C.E.G.
Engineering Geologist
Vithaya Singhanet, P
Geotechnical Engineer
779 ACADEMY DRIVE • SOLANA BEACH • CALIFORNIA 92075
(619) 755-8622 • FAX (619) 755-9126
LIMITED GEOTECHNICAL INVESTIGATION
Proposed Residential Additions
2815 Elmwood Street
Carlsbad, California
Prepared For:
Kelly Courson
2815 Elmwood Street
Carlsbad, CA 92008
August 23, 1999
W.O. P-300069
Prepared By:
COAST GEOTECHNICAL
779 Academy Drive
Solana Beach, California 92075
TABLE OF CONTENTS
VICINITY MAP
INTRODUCTION 5
SITE CONDITIONS 5
PROPOSED DEVELOPMENT 6
SITE INVESTIGATION 6
LABORATORY TESTING 6
GEOTECHNICAL CONDITIONS 7
CONCLUSIONS 11
RECOMMENDATIONS 12
A. GENERAL 12
B. FOUNDATIONS 12
C. SLABS ON GRADE (INTERIOR AND EXTERIOR) 13
D. SETTLEMENT CHARACTERISTICS 14
E. SEISMIC CONSIDERATIONS 14
F. RETAINING WALLS 15
G. DRAINAGE 15
H. UTILITY TRENCH 16
I. GEOTECHNICAL OBSERVATIONS 16
J. PLAN REVIEW 17
LIMITATIONS 17
REFERENCES 19
APPENDICES
APPENDIX A LABORATORY TEST RESULTS
BORING LOGS
TEST PIT LOGS
SITE PLAN
APPENDIX B REGIONAL FAULT MAP
EARTHQUAKE FAULT ANALYSIS
COAST GEOTECHNICAL
P-300069
VICINITY MAP
SCALE: 1:8,000
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 5
INTRODUCTION
This report presents the results of our geotechnical engineering investigation on the
subject property. The purpose of this study is to evaluate the nature and characteristics
of the surficial deposits underlying the property and their influence on the construction
of the proposed residential additions.
SITE CONDITIONS
The subject property is located south of Buena Vista Way, along the west side of
Elmwood Street, in the city of Carlsbad. The site includes a single-family residence and
a detached garage situated on a rectangular lot. The property descends to the west at a
gentle grade of approximately 4.0 to 5-0 percent, however, the placement of minor fill
has resulted in a relatively level front yard area.
The existing residential structure is supported on stem wall footings with raised wood
floors. A previous addition along the northwest portion of the structure is supported on
continuous wall footings with a slab on grade floor.
Vegetation consists of residential landscaping including grass, plants and trees. An
asphaltic concrete driveway is located along the southeastern portion of the lot and a
concrete slab is present along the northern residential foundation. Roof drainage is
partially collected along the front of the residence by a gutter. However, most of the site
drainage is generally directed to the west.
Coast Geotechnical August 23, 1999
W.O. P-3O0069
Page 6
PROPOSED DEVELOPMENT
Preliminary plans for the additions were prepared by Plato Carpadakis, Designer. The
project includes a second-story addition over the residence, small single-story additions
along the front (eastern) and northern sides of the residence, and a new garage in the
southeastern portion of the lot.
SITE INVESTIGATION
Two 3.5 inch diameter exploratory borings (B-l and B-2) were drilled on the site to a
maximum depth of 9-0 feet. Two borings B-1A and B-2A encountered asphaltic concrete
at shallow depths of 0.5 feet and 1.0 feet, respectively. Two test pits were excavated
adjacent to the foundation to evaluate footing embedment and the characteristics of the
supporting soils. Earth materials encountered were visually classified and logged by our
field geologist. Relatively undisturbed and bulk samples of earth materials were obtained
at selected intervals. Samples were obtained by driving a thin walled steel sampler into
the desired strata, where possible. The samples are retained in brass rings of 2.5 inches
outside diameter and 1.0 inches in height. The central portion of the sample is retained
in close fitting, waterproof containers and transported to our laboratory for testing and
analysis.
LABORATORY TESTING
Classification
The field classification was verified through laboratory examination, in accordance with
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 7
the Unified Soil Classification System. The final classification is shown on the enclosed
Exploratory Logs.
Moisture/Density
The field moisture content and dry unit weight were determined for each of the
undisturbed soil samples. This information is useful in providing a gross picture of the
soil consistency or variation among exploratory excavations. The dry unit weight was
determined in pounds per cubic foot. The field moisture content was determined as a
percentage of the dry unit weight. Both are shown on the enclosed Appendix "A".
Maximum Dry Density/Optimum Moisture Content
The maximum dry density and optimum moisture content were determined for selected
samples of earth materials taken from the site. The laboratory standard tests were in
accordance with ASTM D-1557-91. The results of the tests are presented in Appendix "A".
GEOTECHNICAL CONDITIONS
The subject property is underlain at relatively shallow depths by Pleistocene terrace
deposits. The terrace deposits are underlain at depth by Eocene-age sedimentary rocks
which have commonly been designated as the Santiago Formation on published geologic
maps. The terrace deposits are overlain, in part, by locally derived fill material and soil.
A brief description of the earth materials encountered on the site is discussed below.
Coast Geotechnical August 23, 1999
W.O. P-300O69
Page 8
Artificial Fill/Soil OJndifferentiated)
Based on Boring No. 1 and Test Pit No. 1, approximately 2.0 to 2.5 feet of fill/soil is
present in the front yard area of the residential structure. It should be noted that
approximately 0.5 to 1.0 feet of fill is present over asphaltic concrete in the vicinity of
Boring Nos. 1A and 2A. The fill is generally composed of silty and fine-grained sand in
a loose condition.
In the vicinity of Test Pit No. 2 (rear yard area), approximately 0.5 feet of brown silty
sand was encountered. The soil appears to thicken to the west to approximately 1.25
feet in the vicinity of Boring No. 2.
Terrace Deposits
Underlying the surficial materials, Pleistocene-age terrace deposits are present. The
sedimentary unit is composed of dry tan sand in the upper 1.0 foot but grades to reddish
brown, fine and medium-grained, slightly clayey sand with depth. The terrace deposits
are dense and generally considered flat-lying.
Expansive Soil
Based on our experience in. the area and previous laboratory testing of selected samples,
the fill materials and terrace deposits reflect an expansion potential in the low range.
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 9
Existing Footings
Two test pits were excavated along the east (front) and west (rear) sides of the exterior
stem wall foundation The base of the eastern wall footing is founded approximately 21
inches below the exterior grade. The base of the western wall footing is founded
approximately 6.0 inches, below the exterior grade. The base of the footings, where
observed, penetrate the surficial deposits but are resting along the top of the terrace
deposits contact.
Ground Water
No evidence of high ground water conditions were observed. However, perched water
conditions can develop in the front yard area adjacent to the foundation due to pervious
fill materials underlain by dense terrace deposits. These seepage problems most often
result from drainage alterations, landscaping and over-irrigation. In the event that
seepage or saturated ground does occur, it has been our experience that they are most
effectively handled on an individual basis.
Tectonic Setting
The site is located within the seismically active southern California region which is
generally characterized by northwest trending Quaternary-age fault zones. Several of
these fault zones and fault segments are classified as active by the California Division of
Mines and Geology (Alquist-Priolo Earthquake Fault Zoning Act).
Coast Geotechnical August 23, 1999
W.O. P-30O069
Page 10
Based on a review of published geologic maps, no known faults transverse the site. A
steeply dipping short fault segment has been mapped approximately */2 mile northeast of
the site. This northeast trending fault is exposed in the Eocene-age rocks of the Santiago
Formation but not in the overlying Pleistocene terrace deposits and is presumably
inactive.
The nearest active fault is the offshore Rose Canyon Fault Zone located approximately 5.0
miles west of the site. It should be noted that the Rose Canyon Fault is not a continuous,
well-defined feature but rather a zone of right stepping en echelon faults. The complex
series of faults has been referred to as the Offshore Zone of Deformation (Woodward-
Clyde, 1979) and is not fully understood. Several studies suggest that the Newport-
Inglewood and the Rose Canyon faults are a continuous zone of en echelon faults
(Treiman, 1984). Further studies along the complex offshore zone of faulting may
indicate a potentially greater seismic risk than current data suggests. Other faults which
could affect the site include the Coronado Bank, Elsinore, San Jacinto and San Andreas
Faults. The proximity of major faults to the site and site parameters are shown on the
enclosed Earthquake Fault Analysis.
Liquefaction Potential
Liquefaction is a process by which a sand mass loses its shearing strength completely and
flows. The temporary transformation of the material into a fluid mass is often associated
with ground motion resulting from an earthquake.
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 11
Owing to the moderately dense to dense nature of the underlying sedimentary deposits
and the anticipated depth to ground water, the potential for seismically induced
liquefaction and soil instability is considered low.
CONCLUSIONS
1) From a geotechnical viewpoint the exterior footing, where exposed, is not suitable
for the support of additional loads. Where increases in loading due to the second
story addition occur, the existing footing should be underpinned with a new
continuous wall footing or new loads transferred to column pads as recommended
by the project structural engineer.
2) Interior footing embedment is not known and should be evaluated during the
construction phase where additional loads are anticipated.
3) All new footings should be founded the designed depth into the underlying
competent terrace deposits.
4) Existing fill and soil deposits should be removed and replaced as compacted fill
in areas of proposed slabs on grade. Additional recommendations may be
necessary during construction, in this regard.
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 12
RECOMMENDATIONS
General
Site exploration suggests that the perimeter continuous stem wall footing is founded
approximately 6.0 inches to 21 inches below grade along the exterior foundation line.
However, the base of the footings are resting along the top of the terrace deposits. From
a geotechnical viewpoint, the embedment depth is not adequate to support a second
story addition or additional loads. Interior footing embedment is not known and should
be evaluated during the construction phase if additional loads are anticipated. Where fill
deposits are encountered, additional depth of footing excavations will be required.
Additional recommendations will be provided during construction, in this regard.
Foundations
The following parameters may be used in the design of new foundations and underpins,
New underpinned footings or column pads for the proposed two-story addition should
be founded a minimum of 18 inches below the existing footing and into competent
terrace deposits. All proposed residential footings should extend a minimum of 18
inches into competent terrace deposits for single or two-story additions. New continuous
footings designed as underpins may be constructed in alternate sections. However,
undermining of the existing footing should not exceed 4.0 to 5.0 lateral feet as
recommended by the project structural engineer for each alternate underpinned section
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 13
constructed. If the existing footing is undermined for greater than 5.0 lateral feet, the
existing footing should be shored or supported as recommended by the project structural
engineer.
Footings founded into competent terrace deposits, as recommended above, may be
designed for a bearing value of 1500 pounds per square foot. Footings should be
reinforced with steel as recommended by the project structural engineer.
The bearing value indicated above is for the total dead and frequently applied live loads.
This value may be increased by 33 percent for short durations of loading, including the
effects of wind and seismic forces.
Resistance to lateral load may be provided by friction acting at the base of foundations
and by passive earth pressure. A coefficient of friction of 0.35 may be used with dead-
load forces. A passive earth pressure of 250 pounds per square foot, per foot of depth
of terrace deposits penetrated to a maximum of 1500 pounds may be used.
Slabs on Grade (Interior and Exterior^
Slabs on grade should be a minimum of 4.0 inches thick and reinforced in both
directions with No. 3 bars placed 18 inches on center in both directions. The slab should
be underlain by a minimum 2.0-inch sand blanket. Where moisture sensitive floors are
used, a minimum 6.0-mil Visqueen or equivalent moisture barrier should be placed over
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 14
the sand blanket and covered by an additional two inches of sand. Slabs including
exterior concrete flatwork should be reinforced as indicated above and provided with saw
cuts/expansion joints, as recommended by the project structural engineer. All slabs
should be cast over dense compacted subgrades.
Settlement Characteristics
Settlement of footings founded into competent terrace deposits, as recommended, is
expected to be minimal. However, as existing footings are repositioned on new footings,
due to imposed loads, some degree of stucco cracking may occur. This is not foundation
settlement, but rather adjustment of existing footings onto new footings. Total and
differential settlement is expected to be on the order of 1/4 inch and 1/4 inch,
respectively.
It should also be noted that long term secondary settlement due to irrigation and loads
imposed by structures is anticipated to be 1/4 inch.
Seismic Considerations
Although the likelihood of ground rupture on the site is remote, the property will be
exposed to moderate to high levels of ground motion resulting from the release of energy
should an earthquake occur along the numerous known and unknown faults in the
region.
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 15
The Rose Canyon/Newport-Inglewood Fault Zone, as previously described, is the nearest
known active fault complex and is considered the design earthquake for the site. A
maximum probable event along the offshore segment of the Rose Canyon/Newport-
Inglewood Fault is expected to produce a peak bedrock horizontal acceleration of 0.35g
and a repeatable ground acceleration of 0.23g-
Retaining Walls
Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an
active-equivalent fluid pressure of 35 pounds per cubic foot. Restrained walls
(nonyielding) should be designed for an "at-rest" equivalent fluid pressure of 58 pounds
per cubic foot. Wall footings should be designed in accordance with the foundation
design recommendations. All retaining walls should be provided with an adequate back
drainage system. It is suggested that prefabricated drainage composites such as Miradrain
6000 be considered for this project. The soil parameters assume a granular non-
expansive backfill compacted to a minimum of 90 percent of the laboratory maximum dry
density.
Drainage
Specific drainage patterns should be recommended by the project designer. However,
in general, pad water should be directed away from foundations and around the structure
to the street. Roof water should be collected and conducted to the street or suitable
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 16
discharge location, via non-erodible devices. Pad water should not be allowed to pond.
Vegetation adjacent to foundations should be avoided. If vegetation in these areas is
desired, sealed planter boxes or drought resistant plants should be considered. Other
alternatives may be available, however, the intent is to reduce moisture from migrating
into foundation subsoils. Irrigation should be limited to that amount necessary to sustain
plant life. All drainage systems should be inspected and cleaned annually, prior to winter
rains.
Utility Trench
We recommend that all utilities be bedded in clean sand to at least one foot above the
top of the conduit. The bedding should be flooded in place to fill all the voids around
the conduit. Imported or on-site granular material compacted to at least 90 percent
relative compaction may be utilized for backfill above the bedding.
The invert of subsurface utility excavations paralleling footings should be located above
the zone of influence of these adjacent footings. This zone of influence is defined as the
area below a 45 degree plane projected down from the nearest bottom edge of an
adjacent footing. This can be accomplished by either deepening the footing, raising the
invert elevation of the utility, or moving the utility or the footing away from one another.
Geotechnical Observations
Structural footing excavations should be observed by a representative of this firm, prior
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 17
to the placement of steel or forms. Additional depth may be required. All remedial
grading should be observed and tested by a representative of the geotechnical engineer.
Plan Review
A copy of the final plans should be submitted to this office for review prior to the
initiation of construction. Additional recommendations may be necessary at that time.
LIMITATIONS
This report is presented with the provision that it is the responsibility of the owner or the
owner's representative to bring the information and recommendations given herein to
the attention of the project's architects and/or engineers so that they may be incorporated
into plans.
If conditions encountered during construction appear to differ from those described in
this report, our office should be notified so that we may consider whether modifications
are needed. No responsibility for construction compliance with design concepts,
specifications or recommendations given in this report is assumed unless on-site review
is performed during the course of construction.
The subsurface conditions, excavation characteristics and geologic structure described
herein are based on individual exploratory excavations made on the subject property.
The subsurface conditions, excavation characteristics and geologic structure discussed
Coast Geotechnical August 23, 1999
W.O. P-300069
Page 18
should in no way be construed to reflect any variations which may occur among the
exploratory excavations.
Please note that fluctuations in the level of ground water may occur due to variations in
rainfall, temperature and other factors not evident at the time measurements were made
and reported herein. Coast Geotechnical assumes no responsibility for variations which
may occur across the site.
The conclusions and recommendations of this report apply as of the current date. In
time, however, changes can occur on a property whether caused by acts of man or nature
on this or adjoining properties. Additionally, changes in professional standards may be
brought about by legislation or the expansion of knowledge. Consequently, the
conclusions and recommendations of this report may be rendered wholly or partially
invalid by events beyond our control. This report is therefore subject to review and
should not be relied upon after the passage of two years.
The professional judgments presented herein are founded partly on our assessment of
the technical data gathered, partly on our understanding of the proposed construction
and partly on our general experience in the geotechnical field. Our engineering work
and the judgments given meet present professional standards. However, in no respect
do we guarantee the outcome of the project.
Coast Geotechnical August 23, 1999
W.O. P-3O0069
Page 19
REFERENCES
1. Coast Geotechnical, 1997, Preliminary Geotechnical Investigation, Two Continuous
Vacant Lots, Terminus of Cynthia Lane, Carlsbad, California.
2. Hays, Walter W., 1980, Procedures for Estimating Earthquake Ground Motions,
Geological Survey Professional Paper 1114, 77 pages.
3- Seed, H.B., and Idriss, I.M., 1970, A Simplified Procedure for Evaluating Soil
Liquefaction Potential: Earthquake Engineering Research Center.
4. Treiman, J.A, 1984, The Rose Canyon Fault Zone, A Review and Analysis,
California Division of Mines and Geology.
5. Weber, F,H. Jr., 1983, Recent Slope Failures, Ancient Landslides and Related
Geology of the North-Central Coastal Area, San Diego County, California:
California Division of Mines and Geology, Open-File Report 82-12IA.
MAPS/AERIAL PHOTOGRAPHS
1. Aerial Photograph, 1982, Foto-Map D-7, Scale 1"=2000'.
2. California Division of Mines and Geology, 1994, Fault Activity Map of California,
Scale 1"=750,000'.
3. Carpadakis, P., 1999, Site Plan, 2nd Story Addition for Kelly Courson and Thomas
Gonsalez, Scale: 1"=20'.
4. Geologic Map of the Oceanside, San Luis Rey and San Marcos 7.5' Quadrangles,
1996, DMG Open File Report 96-02.
APPENDIX A
LABORATORY TEST RESULTS
TABLE I
Maximum Dry Density and Optimum Moisture Content
(Laboratory Standard ASTM D-1557-91)
Sample
Location
B-l 1' -4
Max. Dry
Density (pcf)
128.2
Opt imum
Moisture Content
10.6
TABLE II
Field Dry Density and Moisture Content
Sample
Location
B-l
B-l
B-l
B-l
1.2
2.5
5.0
7.0
B-2 @ 2.51
B-2 @ 3.5'
B-2 @ 5.0'
B-2 @ 8.5'
TP-1 @ 1.75'
TP-2 @ 0.5'
Field Dry
Density (pcf)
90.2
114.2
115.1
116.8
114.8
113.1
115.2
Sample Disturbed
104.4
108.2
Field Moisture
Content (%)
4.3
3.4
4.5
6.9
4 .8
5.1
8.1
8.4
3.9
3.8
P-300069
LOG OF EXPLORATORY BORING NO. 1
DRILL RIG: PORTABLE BUCKET AUGER PROJECT NO. P-300069
BORING DIAMETER: 3.5" DATE DRILLED: 07-22-99
SURFACE ELEV.: 146' LOGGED BY: MB
DRY DENSITY (pcf)90.2
114.2
115.1
116.8
g
OO
1
4.3
3.4
4.5
6.9 SUBSURFACE WATERNO GROUND WATER OBSERVEDSAMPLE1
1 DEPTH /ELEVATION*•ONS0.00
— 145.00
— 1.00
— 144.00
— 2.00
— 143.00
— 3.00
— 142.00
— 4.00
— 141.00
— 5.00
— 140.00
— 6.00
— 139.00
— 7.00
'— 138.00
8.00
— 137.00 GRAPHIC LOG!S*
,ii
.ii
&KOTM
IS1
Iffl
l«
I
$1
H
inHI
S
ffl
Nm
(11fflmiti
HPHi"VIiIi
$w
Si18
9.00
PAGE 1 OF 1
]j|
im'Sl!BJfflSSiiiW i
i!W(
I
HIM
Svtfmmw
UNvwv1m
If
I
WTO
™tffiKutnraimnS5;•;•;«a«iWH
Peowp™y
mil
uSun
Bw
KSi
K?<nw SOIL CLASS. (USCS)SM
SM
GEOLOGIC DESCRIPTION
FILL/SOIL, Undifferentiated (af/Qs): Brn. silty sand, dry, loose, cone,
debris, roots
TERRACE DEPOSITS (Qt): Tan, silty, fine and med. -grained sand, dry,
dense
From 3.5', Reddish brn. fine and med. -grained sand, slightly clayey
END OF BORING @9'
COAST GEOTECHNICAL
LOG OF EXPLORATORY BORING NO. 2
DRILL RIG: PORTABLE BUCKET AUGER PROJECT NO. P-300069
BORING DIAMETER: 3.5" DATE DRILLED: 07-22-99
SURFACE ELEV.: 143' (approx.) LOGGED BY: MB
DRY DENSITY (pcf)114.8
113.1
115.2
2
ou
4.8
5.1
8.1
8.4 SUBSURFACE WATERNO GROUND WATER OBSERVEDSAMPLE1
1 DEPTH /ELEVATION«<*)S— 0.00
142.00
- — 1.00
= 141.00
, 2.00
P^ 140.00
— 3.00
— 139.00
4.00
— 138.00
__ 5.00
= 137.00
— 6.00
= 136.00
— 7.00
= 135.00
— 8.00
— 134.00 GRAPHIC LOG:H=I
ijjiijj
njjrjj
UwTVUIwWuu<iiVH
ul3
ii
%™isiSI
w1nIM
S
H(
1iiiCfiimiasw
ftiKi
™
1fflAftISwSHiUlpapi;
in
9.00
PAGE 1 OF 1
MMmanHMfPHHttlAlO
ESinuii«XB
1
1
I
i
I
™ imm iliplffi iam
wituunmEIIHDSBBmWffSmnunMU
hnnn
1m
mMU
Pivnvm»^S1HW
P
ftffiDfflMBuywi
1HS
1
1ISL'J!
lii SOIL CLASS. (USCS)SM
SM
GEOLOGIC DESCRIPTION
SOIL (Qs): Bra. silty sand, dry, loose, roots
TERRACE DEPOSITS (Qt): Tan, silty, fine and med.-grained sand, dry,
dense
From 2.5', Reddish brn. fine and med.-grained sand, slightly clayey
END OF BORING® 9'
COAST GEOTECHNICAL
LOG OF TEST PIT NO. 1
DRY DENSITY (pcf)104.4
£MOISTURE CONTENT3.9 SUBSURFACE WATERSAMPLE•g DEPTH /ELEVATION80.00
145.00
1.00
—
144.00
2.00 GRAPHIC LOG!!=!!=!•SI
9f fft *|!==!i=r
i: sc :i:
•
MftBHOBttX SOIL CLASS. (USCS)SM
SM
PROJECT NO. P-300069
DATE EXCAVATED\ 07-22-99
SURFACE ELEV.: 146'(approx.)
LOGGED BY: MB
DESCRIPTION
FILL/SOIL, Undifferentiated (af/Qs): Brn. silty sand, dry, loose, cone.
debris, roots
TERRACE DEPOSITS (Qt): Tan, silty, fine and med-grained sand, dry,
dense
TEST PIT SKETCH
i1
l
. *»•
\
•'- ' I. /
f'v " I . . /1 11
1
\. /
SHEET 1 OF 1 COAST GEOTECHNICAL
LOG OF TEST PIT NO. 2
Q
I
Ou
1
Iw
a
1
144.00
O
&
c/i
CJ
PROJECT NO. P-300069
DATE EXCAVATED: 07-22-99
SURFACE ELEV.: 144'(approx.)
LOGGED BY: MB
DESCRIPTION
108.2 3.8
0,00 SM SOIL (Qs): Brn. silty sand, dry, loose, roots
SM TERRACE DEPOSITS (Qt): Tan, silty, fine and med.-grained sand, dry,
dense
143.00
1.00
142.00
2,00
TEST PIT SKETCH
' * /
? '-/—
\Qt /
SHEET I OF I COAST GEOTECHNICAL
LEGEND
BORING LOCATION (approi.)
BJ TEST PIT LOCATION (approx.)COAST GEOTECHNICAL
P-300069
SITE PLAN
SCALE: 1"=20'
APPENDIX B
- DATE: Thursday, August 19, 1999
*************************************
* *
* EQFAULT *
* *
* Ver. 2.20 *
* *
* *
*************************************
(Estimation of Peak Horizontal Acceleration
From Digitized California Faults)
SEARCH PERFORMED FOR: COURSON
JOB NUMBER: P-300069
JOB NAME: P-300069
SITE COORDINATES:
LATITUDE: 33.1682 N
LONGITUDE: 117.3405 W
SEARCH RADIUS: 60 mi
ATTENUATION RELATION: 2) Campbell & Bozorgnia (1994) Horiz. - Soft Rock
UNCERTAINTY (M=Mean, S=Mean+l-Sigma): S
SCOND: 0
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED: CDMGSCE.DAT
SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File): A
DETERMINISTIC SITE PARAMETERS
Page
ABBREVIATED
FAULT NAME
SAN JACINTO-COYOTE CREEK
SAN JACINTO-ANZA
SAN JACINTO-SAN JACINTO VA
SAN JACINTO-SAN BERNARDINO
ELSINORE-COYOTE MOUNTAIN
ELSINORE-JULIAN
ELSINORE-TEMECULA
ELSINORE-GLEN IVY
WHITTIER
CHINO-CENTRAL AVE . (Elsino
EARTHQUAKE VALLEY
CORONADO BANK
NEWPORT- INGLEWOOD (Offshor
ROSE CANYON
NEWPORT- INGLEWOOD (L.A.Bas
PALOS VERDES
COMPTON THRUST
ELYS IAN PARK THRUST
DISTANCE
mi (km)
52 ( 84)
46 ( 74)
46 ( 75)
59 ( 94)
58 ( 94)
24 ( 38)
23 ( 38)
33 ( 53)
50 ( 81)
47 ( 76)
44 ( 71)
22 ( 35)
5 ( 8)
5 ( 9)
45 ( 73)
36 ( 57)
55 ( 88)
57 ( 92)
MAX. C
MAX.
CRED.
MAG.
6.80
7.20
6.90
6.70
6.80
7.10
6.80
6.80
6.80
6.70
6.50
7.40
6.90
6.90
6.90
7.10
6.80
6.70
:REDIBLI
PEAK
SITE
ACC. g
0.048
0.083
0.063
0.037
0.041
0.177
0.146
0.095
0.051
0.051
0.048
0.240
0.622
0.610
0.065
0.109
0.065
0.056
3 EVENT
SITE
INTENS
MM
VI
VII
VI
V
V
VIII
VIII
VII
VI
VI
VI
IX
X
X
VI
VII
VI
VI
MAX. 1
MAX.
PROB.
MAG.
6.20
6.90
6.80
6.70
6.20
6.40
6.30
6.30
5.90
5.50
5.70
6.30
5.80
5.70
5.60
6.20
5.80
5.80
DROBABLI
PEAK
SITE
ACC. g
0.028
0.064
0.057
0.037
0.024
0.106
0.099
0.062
0.023
0.020
0.023
0.112
0.346
0.308
0.020
0.050
0.029
0.027
3 EVENT
SITE
INTENS
MM
V
VI
VI
V
IV
VII
VII
VI
IV
IV
IV
VII
IX
IX
IV
VI
V
V
-END OF SEARCH- 18 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE NEWPORT-INGLEWOOD (Offshore) FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 5.2 MILES AWAY.
LARGEST MAXIMUM-CREDIBLE SITE ACCELERATION: 0.622 g
LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.346 g
!^lkW,i4
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R
Date 05/05/99Project Title COURSON / GONSALEZ
Project Address ELM WOOD STREET *******
CARLSBAD *v4.50*
Documentation Author... ROCKY *******
Salehi & Salehi Inc.
9636 Tierra Grande Street, Ste 205
San Diego, CA 92126
619-549-3680
Climate Zone 07
Compliance Method MICROPAS4 v4.50 for 1995 Standards by Enercomp, Inc.
Building Permit #
Plan Check / Date
Field Check/ Date
MICROPAS4 v4.50 File-M506 Wth-CTZ07S92 Program-FORM CF-1R
User#-MP0406 User-Salehi & Salehi Inc. Run-S.F.R.
GENERAL INFORMATION
Conditioned Floor Area
Building Type
Construction Type
Building Front Orientation.
Number of Dwelling Units...
Number of Stories
Floor Construction Type....
Glazing Percentage
Average Glazing U-value....
1754 sf
Single Family Detached
Addition Alone
Front Facing 90 deg (E)
.53
2
Raised Floor
20.5 % of floor area
1.1 Btu/hr-sf-F
BUILDING SHELL INSULATION
Component Frame
Type Type
Wall Wood
Roof Wood
FloorExt Wood
Orientation
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Window
Front
Front
Front
Front
Front
Front
Back
Back
Back
Back
Back
Back
Right
Right
Right
Right
Right
Right
(E)
(E)
(E)
(E)
(E)
(E)
(W)
(W)
(W)
(W)
(W)
(W)
(N)
(N)
(N)
(N)
(N)
(N)
Cavity Sheathing Insul Assembly
R-value R-value R-value U-value Location/Comments
R-13 R-0 R-13 0
R-30.75 R-0 R-30.75 0
R-30 R-0 R-30 0
FENESTRATION
Area
(sf)
13.3
46.5
15.0
8.1
12.0
24.5
16.0
40.0
8.2
17.5
6.1
24.0
5.7
12.0
20.0
8.2
9.0
4.5
u-
Value
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
110
# of Interior
Pan- Shadinq/
es
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Description
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
Drapes
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.Std
.089 FRONT,
LEFT
.036 Attic
.034
BACK, RIGHT
Over-
Exterior hang/ Framing
Shading
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
None
Fins Type
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
Vinyl
ESGIL Fax:18585601576 Nov 4 '99 12=56 P.01
EsGil Corporation
In Partners/ity n/ttfi government for {Bui&fing Safety
FAX TRANSMITTAL
Date:.92-
/
Time Sent; 12-1*55
To:
Phone #:
Fax#;
Number of Pages Being Transmitted: O
(Including Fax Transmittal)
From:(.(
Hard Copy Mailed? YES Q NO
Remarks:
4\l'
T
c
9320 Chesapeake Drive, Sulie 208 * San Diego, California 92123'+ (858)560-1468 4- Fax (858) 560-1576
ESGIL Fax=18585601576 Nov 4 '99 12=56 P. 02
PLATO CARPADAKIS
Memo to PlanchecKer.. Chuck Mendftttha.ll
DESIGN
CONSULTANT
October 25 1999
Esgil Plancheck 8'99-2396
There ar« apparently some things you do not know about this project '.
which are material to its progress and completion. The Soils
Engineering firm (who I will never use or recommend again) was retained
by. the Owner thinking that the soils work would affect the construction
in a logical, beneficial and professional manner* What .the Owner
ultimately got for her $2500 was a report containing what I believe to
be some useless geological history, borings and excavations made in
places where no new construction is proposed, and recommendations of
such over-kill design that it will most likely cost the Owner thousands ,!
of extra, dollars to implement them for no commensurate valid reasons. !l • '.; .
EXAMPLE: On- the north side of the building the 12" wide
continuous footing monolithically cast with a floor slab as
recoramended by the soils report would, by.my estimate, weiah
approximately 450 #/l.f,: all to support the exterior 8 ft high
stud wall and 2% ft of light roof structure all weighing around
120 #/l.f. -or- less than one third of the proposed footing weight.
If this is not over-kill, I don't know what else to call it.
There are other glaring examples of his conservative recommendations which
I brought to his attention in a phone call 2 months ago after receipt of
this' report. I asked him to review some of these apparent discrepancies
but he seemed un-interested in pursuing the matter or meeting with me.
He was busy with other projects, and his report had been prepared,
published, distributed and FULLY PAID FOR. He said that if the
structural engineer on the project was satisfied with the foundation
drawinas then he should accept liability for the project.
As it happens, the engineer of record for this project is Mr. Kenneth ;
Barrett, c.E. who has seen both the soils report and the plans. He also
agreed with me that these recommendations are indeed a case of "overkill"
and need not be implemented; especially for a residence which was
built almost 40 years ago. Thus* his signature and stamp or professional
liability are on the drawings and calculations as currently completed.
If you intend to delay this project even further by pursuing this matter :
to absurdity, then I suggest you urge the soils engineer to step up to : :
the plate and sign his name to the drawings as the new engineer of ;
record- But if not. then leave the drawings as currently changed on
sheets 11, 17 and S-l? and let the Owner get on Wath 2nd story addition.
It is not likely that this soils engineer can be expected to cooperate
any further on this project. I
Thank
Plato Carp
Consultant
3169 Chelsea Park Circle * Spring Valley, CA 91978 - PH (619) 670-0895 • FAX (619) 477-3669
ESGIL Fax: 18585601576 Nov 4 '99 12=57 P. 03
PLATO CARPADAKIS
RESPONSE TO ESGIL COMMENTS - SET II- Plan Check No. 99-2396
PIAMS - item B A "Special inspection program " form has been
filled1 out'/, signed by the project engineer of record and submitted
to teheCarlsba<3 Building Dep't together with the initial corrections
when /they were done -and- the second set of drawings was sent to
"Esgil"- The rodket.scientists at the counter apparently did not
include this form in| their transfer of drawings to Esgil, If this
form is so important to you, please call the.building dep't and
ask them about it. - It is probably laying somewhere in their files.
FOUNDATION REQUIREMENTS - item 11, A & B Don't ask the Owner or
Contractor to provide any letter or any other report(s) in writina
from the Soils Engineer since it is not in their power to force him
to write such letters/reports if he chooses not to do so. You are
asking for something that is unlikely to be accomplished if the engineer
is unwilling to cooperate. There is already a project engineer
who has' accepted liability for the project.
item 11, C This note has already been added to sht-11
See foundation notes
The details on sheet S-l show the footing to be 12" min, deep
and not 12" max.
item 22 Note - 12 on sht-1 and all reference to an additional
water heater have been deleted solely for planchecker's.benefit
3169 Chelsea Park Circle - Spring Valley, CA 91978 - PH {€19)670-0895 . FAX (619) 477-3669