HomeMy WebLinkAbout1097 BUENA VISTA WAY | 1099 BUENA VISTA WAY; ; PC110008; Permit10-03-2012
City of Carlsbad
1635 Faraday Av Carisbad, CA 92008
Plan Check Permit No: PC 110008
Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Reference #:
Project Title:
1099 BUENA VISTA WY CBAD
PLANCK
1552510200 Lot#:
$0.00 Construction Type:
SMERUD RES- BUILD NEW 3,125 SF
SFD W/789 SF GARAGE, 138 SF PORCH & 640 SF 2ND DU
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
Applicant:
MARTIN VOLK
2835 PROGRESS PL
ESCONDIDO CA 92029
858 997 5866
Owner:
SMERUD FAMILY TRUST 03-27-97
3667 CAMINO MARGLESA
ESCONDIDO CA 92025
ISSUED
02/23/2011
LSM
11/03/2011
11/03/2011
Plan Check Fee $0.00
Additional Fees $0.00
Total Fees: $0.00 Total Payments To Date: $0.00 Balance Due: $0.00
Inspector:
FINAL APPROVAL
Date: Clearance:
NOTICE: Please take NOTICE that approval of your project indudes the 'Imposition" of fees, dedications, reservations, or other exactions hereafter (X)llectively
referred to as 'fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exat^lons. 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 vou have previouslv been given a NOTICE similar to this, or as to which the statute of limitations has previously othenvise expired.
A
^ CITY
CARLSBAD
Building Permit Application
O F 1635 Faraday Ave., Carlsbad, CA 92008
760-602-2717/2718/2719
Fax 760-602-8558
www.carlsbadca.gov
Plan Check No. P(L j t 0O0%
Est. Value / ins-. 73
Plan Ck. Deposit -f-l I'D .
Pate ^|^Jl\ lauyflOO"?^
JOB ADDRESS . ,
lo-H^ ButUA Vl<.tA \ A/AY
SUITE#/SPACE#/UNrr# APN
-01. -
CT/PROJECT # LOT# PHASE# # OF UNITS
2
# BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE
V
OCC. GliOUP
DESCRIPTION OF WORK: /nc/ude SQuara Fmt ofAAtsctsd Aiea(s)
ftHiTioo (orr EXISTING USE
VACAKAT UM17
PROPOSED USE GARAGE (SF) DECKS (SF) FIREPLACE
YESg|# ^ N0| I
AIR CONDITIONING
YESgjNOQ
FIRE SPRINKLERS
YES^NOl ]
CONTACT NAME (It Dlfttnnt Fom Applicant) APPLICANT NAME
ADDRESS ADDRESS
STATE ZIP _ CITY STATE CITY
_C::A. PHCNE FAX PHONE FAX
EMAIL
PROPERTY OWNER NAME
ADDRESS
CONTRACTOR BUS. NAME
ADDRESS
I CITY STATE ZIP CITY STATE ZIP
PHONE FAX PHONE FAX
EMAIL EMAIL
ARCH/DESIGNER NAME & ADDRESS CITY BUS. UC.#
(Sec. 7031.5 Business and Professions Code: Any City or Counly wiiloh 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 ($500)).
Wt> RKERS' COMPENSATION
mom'
B;
Workers' Compensation Declaration: / /leretiy affirm under penalty of perjury one the foiiowing deciarations:
11 have and will maintain a ceitlflcate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the worl< for which this permit is Issued.
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 workers' compensation insurance carrier and policy
number are: Insurance Co Policy No. Expiratton Date
lection need not be completed if the permit is for one hundred dollars ($100) or less.
:ertificate of Exemption: I certify that in the perfomiance of the vrork for which this pemiit is issued, I shall not ernploy 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, damag^^4|tevM^to^lrvSectlon 3706 of the Labor code, interest and attorney's fees.
^eS" CONTRACTOR SIGNATURE ^// //^^^^^^ ^IVGENT DATE 2/
: io W NER-BUILDER DECLARATION
I hereby affirm that i am exempt from Contractor's License Law for the foltowing reason:
[ I I, as owner of the property or my emptoyees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professtons 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 bunlen of proving that he did not build or improve for the purpose of sale).
I I I, as owner of the property, am exclusively contracting with Itoensed contractors to constmct the project (Sec. 7044, Business and Professtons 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) Itoensed pursuant to the Contractor's License Law).
• I am exempt under Section _ .Business and Professions Code for this reason:
1.1 personally plan to provide the major labor and materials for constructton of the proposed property improvement. •Yes I INO
2.1 (have / have not) signed an applicatton for a building pemiit for the proposed vrork.
3.1 have contracted with the following person (fimi) to provide the proposed construction (include name address / phone / contractors' license number):
4.1 plan to provide portions of the work, but I have hired the following person.to coordinate, supewise and provide the major work (include name / address / phone / contractors' Itoense number):
6,1 will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work):
>€S'PR0FERTY OWNER SIGNATURE QAGENT DATE
COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY
Is the applicant or future building occupant required to submit a business olari. acutely hazardous materials registration fomi or hsk management and preventton program under Secttons 25505,25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act? I I Yes I iNo
Is the appltoant or future buikling occupant required to obtain a pennit from the air pollutton control district or air aualitv management district? I lYes I j No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? C^Yes [_]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.
sC ONSTRUCTION LENDING AGENCY
I hereby affirm that there is a construction lending agency for the perfonnance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name Lender's Address
APPLICANT CERTIFICATION
I cedily that I have read ttie application and state that the above infbmiadon Is correct and thatthe Inform
I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property Ibr inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HAFiMLESS 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 pemnit is required Ibr excavations over S'C deep and demolitton or constaidion of stmctures over 3 stories in height.
EXPIRATION: Every permit issued by the Buikling Official under the provisions of this Code shall expire by limitation and become null and void if the building or wDrt< authorized by such pemiit is not commenced within
180 days torn Ihe date of such peimit or if the building or wori< authorized by such pemiit is suspended or abandoned at any time after the wori( is commenced Ibr a period of 180 days (Section 106.4.4 Unifbnn Building Code).
> APPLICANT'S SIGNATURE DATE 2,
EsGil Corporation
In (Partnership with government for (Building Safety
DATE: APRIL 28, 2011 • APPLICANT
JURISDICTION: CARLSBAD • PCAfTREVIEWER
• FILE
PLAN CHECK NO.: PCI 1-0008 SET: III
PROJECT ADDRESS: 1099 BUENA VISTA WAY
PROJECT NAME: SFR WITH AN ACCESSORY UNIT FOR STRONG SIDE BUILDERS
I I The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
3 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.
I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
r~1 The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
I I The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
I I Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email: Fax #:
Mail Telephone Fax In Person (TN
3 REMARKS: Plans need to be signed by the project drafter as well. ' A J QjJ._^—
By: Ali Sadre Enclosures:
EsGil Corporation
• GA • EJ • PC log in/ out
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576
EsGil Corporation
In Partnership with government for (Building Safety
DATE: APRIL 25, 2011 • APEUO^NT
• cjuRisT^
JURISDICTION: CARLSBAD • PLAN REVIEWER
• FILE
PLAN CHECK NO.: PCll-0008 SET: II
PROJECT ADDRESS: 1099 BUENA VISTA WAY
PROJECT NAME: SFR WITH AN ACCESSORY UNIT FOR STRONG SIDE BUILDERS
I I The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
I I The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
I I 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. PLEASE SEE BELOW
I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
XI The applicant's copy of the check list has been sent to:
MARTIN VOLK 2835 PROGRESS PLACE, ESCONDIDO, CA 92029
I I Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: MARTIN Telephone #: 858-997-5866
Date contacted: (by: (^) Email: martyvolk@gmail.com Fax #:
6 Mail-' Telephone-^ Fax In Person
AI REMARKS: Please see attached for remaining items from previous list.
By: Ali Sadre Enclosures:
EsGil Corporation
• GA • EJ • PC 2/25
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858) 560-1468 • Fax (858) 560-1576
CARLSBAD PCll-0008
APRIL 25, 2011
PLANS
1. The following note should be given with each correction list:
Please make all corrections, as requested in the correction list. Submit
FOUR new complete sets of plans for commercial/industrial projects (THREE 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, 1635 Faraday Ave., Carlsbad, CA 92008, (760)
602-2700. 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. Plans deviating from conventional wood frame construction shall have the
structural portions signed and sealed by the California state licensed engineer or
architect responsible for their preparation, along with structural calculations.
(California Business and Professions Code).
• CITY POLICY ITEIVIS
3. For R-3's, fire sprinkler plans must be included with the original plan submittal.
The sprinkler plans must be reviewed/ approved by EsGil staff before a permit can
be issued. This Item can not be deferred as per response.
4. 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.
5. 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 Ali Sadre at Esgil
Corporation. Thank you.
EsGil Corporation
In (Partnership with government for (Building Safety
DATE: MAY 2, 2011 a-APPH^NT
<q JURis3
JURISDICTION: CARLSBAD • PLAN REVIEWER
• FILE
PLAN CHECK NO.: PCll-0008 (REV. # 1) SET: I
PROJECT ADDRESS: 1099 BUENA VISTA WAY
PROJECT NAME: SFR WITH AN ACCESSORY UNIT FOR STRONG SIDE BUILDERS
^ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
I I 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.
I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
I I The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
I I The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
I I The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
I I Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Email: martyvolk(ggmail.com Fax #:
Mail Telephone Fax In Person
El REMARKS: ROOF TRUSS CALCS. & PLANS ARE UNDER THIS PERMIT (DEFERRED
PACKAGE).
By: Ali Sadre Enclosures:
EsGil Corporation
• GA • EJ • PC 4/28
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576
CARLSBAD PCll-0008 (REV. # 1)
MAY 2, 2011
[DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURJSDICTION: CARLSBAD
# 1)
PLAN CHECK NO.: PCll-0008 (REV.
DATE: MAY 2, 2011 PREPARED BY: Ali Sadre
BUILDING ADDRESS: 1099 BUENA VISTA WAY
BUILDING OCCUPANCY; R3/U TYPE OF CONSTRUCTION: V-B/SPR
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
TRUSS
PLANS &
CALCS.
TOTAL VALUE
Jurisdiction Code CB By Ordinance
BIdg. Permit Fee by Ordinance
Plan Checic Fee by Ordinance
Type of Review:
I I Repetitive Fee Repeats
• Complete Review
• Other
[7] Hourly
EsGil F«e
$290.00
• Structural Only
Hrs. @ *
$116.00 $232.00
Based on hourly rate
Comments:
Sheet 1 of 1
macvalue.doc +
EsGil Corporation
In (Partnership with government for (Building Safety
DATE: MARCH 03, 2011 • APPLICANT
JURIJ
JURISDICTION: CARLSBAD ^a-pCAN REVIEWER
• FILE
PLAN CHECK NO.: PCll-0008 SET: I
PROJECT ADDRESS: 1099 BUENA VISTA WAY
PROJECT NAME: SFR WITH AN ACCESSORY UNIT FOR STRONG SIDE BUILDERS
r~1 The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
I I The plans transmitted herewith will substantially comply with the jurisdiction's
codes when minor deficiencies identified below are resolved and checked by building
department staff.
I I 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.
I I The applicant's copy of the check list is enclosed for the jurisdiction to fonward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
MARTIN VOLK 2835 PROGRESS PLACE, ESCONDIDO, CA 92029
I I Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: MARTIN Telephone #: 858-997-5866
Date contacted: Email: martyvolk(ggmail.com Fax #:
^^ail \/le\ephor)&y^ Fax In Person
• REMARKS:
By: Ali Sadre Enclosures:
EsGil Corporation
• GA • EJ • PC 2/25
9320 Chesapeake Drive, Suite 208 • San Diego, Califomia 92123 • (858)560-1468 • Fax (858) 560-1576
CARLSBAD PCll-0008
MARCH 03, 2011
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: PCll-0008 JURISDICTION: CARLSBAD
PROJECT ADDRESS: 1099 BUENA VISTA WAY
FLOOR AREA: UNIT A: LIVING = 3125; GARAGE 789; PATIO = 138;
UNIT B: LIVING = 640; GARAGE = = 290; PATIO = 200;
STORIES: TWO HEIGHT: 25'
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION: 2/23
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 2/25
DATE INITIAL PLAN REVIEW PLAN REVIEWER: Ali Sadre
COMPLETED: MARCH 03, 2011
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the International
Residential Code, International 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 construction comply with the 2010 edition ofthe California
Code of Regulations (Title 24), which adopts the following model codes: 2009 IRC, 2009 IBC,
2009 UPC, 2009 UMC and 2008 NEC.
The above regulations apply, 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. 105.4 of
the 2009 International 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 for 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 vou submit the revised plans.
CARLSBAD PCll-0008
MARCH 03, 2011
• PLANS
1. The following note should be given with each correction list:
Please make all corrections, as requested in the correction list. Submit
FOUR new complete sets of plans for commercial/industrial projects (THREE sets
of plans for residential projects). For expeditious processing, corrected sets can
be submitted in one of two ways:
1. Deliver ail corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760)
602-2700. 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. Plans deviating from conventional wood frame construction shall have the
structural portions signed and sealed by the California state licensed engineer or
architect responsible for their preparation, along with structural calculations.
(California Business and Professions Code).
3. Provide a statement on the Title Sheet of the plans stating that this project shall
comply with the 2010 California Residential Code, which adopts the 2009 IRC,
2009 UMC, 2009 UPC and the 2008 NEC. Section R106.2. Revise General Note
# 1 on the cover sheet of plans accordingly.
4. Please revise the section numbers and notes on the plans to match the 2009
International Residential Code (IRC), as adopted in the 2010 California
Residential Code.
. FIRE PROTECTION
5. Please dimension the eave projections on plans.
6. In dwelling units within which fuel-burning appliances are installed (and in
dwelling units having attached garages), show the locations of permanently wired
carbon monoxide alarms with battery backup, per Section R315:
a) Outside each separate sleeping area in the immediate vicinity of the bedrooms.
b) On each story.
• NOTE: When more than one carbon monoxide alarm is required to be installed, the
alarm devices shall be interconnected in such a manner that the actuation of one
alarm will activate all of the alarms in the unit.
CARLSBAD PCll-0008
MARCH 03, 2011
• GENERAL RESIDENTIAL REQUIREMENTS
7. Bathrooms (defined as having a shower or tub), shall be provided with
mechanical ventilation (an openable window is not allowed). CalGreen 4.506.1.
See master bathroom.
8. If fans are installed in bathrooms (having a shower or tub), they shall be Energy
Star rated, vented to the outside and shall be controlled by a humidistat.
CalGreen 4.506.1.
9. Glazing in the following locations should be shown on the plans as safety glazing
material in accordance with Sec. R308.4 (see exceptions): See bath # 2 on A1.2:
a) Glazing adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch
arc of either vertical edge of the door in a closed position and where the bottom exposed
edge of the glazing is less than 60 inches above the walking surface. Exceptions:
i) Glazing in walls on the latch side of and perpendicular to the plane of the door in a
closed position.
ii) Glazing that is adjacent to the fixed panel of patio doors.
10. Wall assemblies separating units in a duplex shall be of one-hour fire resistive
construction. Provide details of assemblies. Sec. R302.3. Such wall assemblies
shall extend to the underside of roof sheathing, where applicable. Exceptions:
a) A fire-resistance rating of Vi-hour shall be permitted in buildings equipped throughout with
an automatic sprinkler system installed in accordance with NFPA 13.
b) Wall assemblies need not extend through attic spaces when the ceiling is protected by
not less than -inch Type X gypsum board and an attic draft stop constructed as
specified in Section R302.12.1 is provided above and along the wall assembly separating
the dwellings. The structural framing supporting the ceiling shall also be protected by not
less than >i -inch gypsum board or equivalent.
11. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-
ceilings and roof-ceilings shall be protected as required in CRC Section R302.4."
12. Walls separating units in a duplex shall have a sound transmission class (STC)
of not less than 50. CBC Section 1207.6. Show the location of and provide
details of the listed wall assemblies, and indicate listing agency and listing # for
tested ratings.
STRUCTURAL
13. Please specify the soils report information on Sheet SP1. Include the soils
classifications, bearing values and expansion index, as per the report, on plans.
14. Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building
official in writing that:
a) The building pad was prepared in accordance with the soils report,
b) The utility trenches have been properly backfilled and compacted, and
c) The foundation excavations, the soils expansive characteristics and bearing capacity
conform to the soils report."
CARLSBAD PCll-0008
MARCH 03, 2011
15. 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.
16. Note on plans that surface water will drain away from building and show drainage
pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section
R401.3.
17. Please note where details 2, 3, 4, 5 & 10/RD2 are cross referenced on plans.
18. Please indicate where details 9, 14 and 15/RD1 are cross referenced on plans.
19. Please specify where details 2, 4, 9, 12, 13 & 15/FD1 are cross referenced on
plans.
20. Please delete all the details not relevant to this project on plans.
21. Please note where details 4, 8, 9, 11 & 12/F1 are cross referenced on plans.
22. Please indicate the size and reinforcement of the exterior pad footings on Sheet
S4. This is not noted on detail 10/F1.
23. Provide the following note on the plans: "The contractor responsible for the
construction of the seismic-force-resisting system shall submit a written
Statement of Responsibility to the building official prior to the commencement
of work on the system." CBC Section 1709.
• MECHANICAL
24. Show the minimum 30" deep unobstructed working space in front of the attic
installed furnace. Section CMC Section 904.11.4.
25. Note that passageway to the mechanical equipment in the attic shall be
unobstructed, have continuous solid flooring not less than 24 inches wide, and
be not more than 20 feet in length from the access opening to the appliance.
CMC Section 904.11.
• ELECTRICAL
26. Note on plans that receptacle outlet locations will comply with CEC Art. 210.52(A).
27. Include, on the plans the following specifications for electrical devices installed
in dwellings: CEC Article 210 & 406:
a) Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a
dwelling).
b) Weather resistant type for receptacles installed in damp or wet locations (outside). Note
this on Sheet Al.7.
c) Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC
210.12(B): Family, living, bedrooms, dining, halls, etc.
CARLSBAD PCll-0008
MARCH 03, 2011
28. Include a receptacle outlet in any hallways within of 3' of door opening on Al .8,
by door from bedroom # 4. CEC Article 210.52(H).
• PLUMBING
29. Provide a note on the plans: The control valves in bathtubs, whirlpool bathtubs,
showers and tub-shower combinations must be pressure balanced or
thermostatic mixing valves. CPC Section 414.5 and 418.0.
30. Specify on the plans: Water conserving fixtures: New water closets shall use no
more than 1.6 gallons of water per flush, lavatories and kitchen faucets may not
exceed 2.2 GPM, and showers may not exceed 2.5 GPM of flow. CPC Section
402.0.
• GREEN BUILDING STANDARDS
The California Building Standards Commission (BSC) has adopted the Green Building
Standards Code which became effective January 1, 2011 and must be enforced by the
local building official. The following mandatory requirements for residential construction
must be included on your plans. CGC 101.3
31. Note on the site plan that the site shall be planned and developed to keep
surface water away from buildings. Plans shall be provided and approved by the
City Engineer that show site grading and provide for storm water retention and
drainage during construction. BMP's that are currently enforced by the city
engineer must be implemented prior to initial inspection by the building
department. CGC 4.106.3.
32. Note on the plans that a minimum of 50% of construction waste is to be recycled.
CGC 4.408.1.
33. Note on the plans that the builder is to provide an operation manual (containing
information for maintaining appliances, etc.) for the owner at the time of final
inspection. CGC 4.410.1.
34. Note on the plans that during construction, ends of duct openings are to be
sealed, and mechanical equipment is to be covered. CGC 4.504.1.
35. Note on the plans that interior moisture control at slab on grade floors shall be
provided by the soil engineer responsible for the project soil report per CGC
Section 5.505.2.1, item 3. If a soil engineer has not prepared a soil report for this
project, the following is required: A 4" thick base of Vz" or larger clean aggregate
shall be provided with a vapor barrier in direct contact with concrete, with a
concrete mix design which will address bleeding, shrinkage and curling shall be
used.
36. Note on the plans that bathroom fans shall be Energy Star rated, vented directly
to the outside and controlled by a humidistat. CGC 4.506.1.
CARLSBAD PCll-0008
MARCH 03, 2011
37. Note on the plans that if provided, whole house exhaust fans shall have
insulated covers or louvers which close when the fan is off. The covers or
louvers shall have minimum R4.2 insulation. CGC 5.507.1.
38. Note on the plans that heating and AC shall be sized and selected by ACCA
Manual J or ASHRAE handbook or equivalent. The duct sizing shall be sized in
accordance with one of the ACCA methods listed in CGC Section 4.507.2.
39. Note on the plans that prior to final approval of the building the licensed
contractor, architect or engineer in responsible charge of the overall construction
must complete and sign the Green Building Standards Certification form and
given to the building department official to be filed with the approved plans.
. ENERGY CONSERVATION
40. Show on the plans compliance with the residential energy lighting requirements
(Mandatory requirement):
a) In bathrooms, garages, laundry rooms, and utility rooms all fixtures must be high efficacy
style or be controlled by a vacancy sensor.
b) All other rooms require any installed fixtures to be high efficacy or be controlled by a
vacancy sensor or dimmer. (Closets under 70 square feet are exempt).
c) Outdoor lighting fixtures that are attached to a building are required to be high efficacy or
controlled by a combination photo-control/motion sensor.
Note: Generally a high efficacy style of fixture is fluorescent, complete with electronic ballasts.
Regular incandescent, quartz halogen and halogen MR lamps do not comply.
41. All hot water piping from the heating source to the kitchen fixtures must be
insulated (2" or less pipe size = 1" thick insulation; greater than 2" pipe size = 1
Yi" insulation).
42. Residential ventilation requirements:
• Kitchens require exhaust fans (either intermittent/100 cfm or continuous/5 air changes/hour),
ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted
range hood to the exterior. Note: CFM and noise rating ("Sone") must be specified on the
plans.
• Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Note: CFM
and noise rating ("Sone") must be specified on the plans. A bathroom is defined "as a room
with a bathtub, shower, or spa or some similar source of moisture".
• Residential bathroom exhaust fans shall be energy star rated and shall be control by a
humidistat capable of an adjustment between 50 and 80% humidity. CalGreen 4.506.1.
Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the
dwelling whole house ventilation.
• Mechanical whole house ventilation must be provided. Include the following information: Fan
sizing (cfm), "Sone" specification, and the duct sizing and length. Note: The information must
match or exceed the design found on CF-6R-MECH energy forms.
CARLSBAD PCll-0008
MARCH 03, 2011
• All fans installed to meet the preceding requirements must be specified at a noise rating of a
maximum 1 "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use
calculation).
• CITY POLICY ITEMS
43. Nails for shear transfer connection (using A35's, etc.) may not be driven parallel to
the flanges of TJI's (i.e., along the sides), per city policy, unless specific written
approval from Trus-Joist Macmillan is first obtained. Details or notes on the plans
should make this clear. Nails may be driven perpendicular to TJI flanges.
44. All new buildings that will use recycled water for irrigation require the following note
on the plan check list: "The City of Carlsbad requires the installation of a "bypass
tee and associated ball valves'- be installed above grade on the main water supply
line before it enters the building. Please include the location and specifications for
this fitting on the plumbing plans. (The City Engineer has a detail available.
Standard drawing W35)."
45. The use of an automatic or self regenerating water softener unit is limited by the
City plumbing adoptive ordinance. Please review this ordinance and revise the
water softener design, if required.
46. The use of flexible metal conduit as a grounding means must comply with City
Policy 84-36.
47. No wiring is permitted on the roof of a building and wiring on the exterior of a
building requires approval by the Building Official. (City Policy).
48. For R-3's, fire sprinkler plans must be included with the original plan submittal.
The sprinkler plans rinust be reviewed/ approved by EsGil staff before a permit can
be issued.
49. 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.
50. Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly
describe them and where they are located in the plans. Have changes been
made to the plans not resulting from this correction list? Please indicate:
Yes • No •
51. 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 Ali Sadre at Esgil
Corporation. Thank you.
CARLSBAD PCll-0008
MARCH 03, 2011
[DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: CARLSBAD PLAN CHECK NO.: PCll-0008
PREPARED BY: Ali Sadre DATE: MARCH 03, 2011
BUILDING ADDRESS: 1099 BUENA VISTA WAY
BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR.
BUILDING
PORTION
AREA
( Sq. Ft.)
Valuation
Multiplier
Reg.
Mod.
VALUE ($)
LIVING 3125 110.17 344,281
GARAGE 789 28.74 22,676
PATIO 138 9.59 1,323
UNITS
LIVING 640 110.17 70,509
GARAGE 290 28.74 8,335
PATIO 200 9.59 1,918
Air Conditioning 3765 4.19 15,775
Fire Sprinklers
TOTAL VALUE 464,817
Jurisdiction Code CB By Ordinance
BIdg. Permit Fee by Ordinance
Plan Check Fee by Ordinance
Type of Review:
I I Repetitive Fee
^ Repeats
[Zl Complete Review
• Other
j—j Hourly
EsGil Fee
• Structural Only
Hr. @
$1,974.53
$1,283.44
$1,105.74
Comments:
Sheet 1 of 1
macvalue.doc +
CITY OF
CARLSBAD
BUILDING PLANCHECK
CHECKLIST
E-36
Development Services
Land Development Engineering
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
DATE:
BUILDING «u.ufr^coo. 1'^^ 'V yycjiyx yy | x,^ -v
PROJECT DESCRiPTi0N~5ro CJ>gM.£> {0^0 5f 5fD / fzUXlA^ ^my/^^U. )
ASSESSOR'S PARCEL NUMBER: EST. VALUE: ^f^ t52J^.,00
3 ADDf?ESS:
PLANCHECK NO.: CB/PC), ( 1 -0^ sw
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 ensure continued confonnance
with applicable codes. Please review carefully
all comments attadned, as ^ilure to comply
with instructions in this report can result in
suspension of permit to build.
• A Right-of-Way permit is required prior to
construction of the following imprpvements:
DENIAL
Please see the attached list of outstanding issues marked with
following:
terns may require clarification/con'ection
Once necessary confections to plans or specifications for
compliance with applicable codes and standards is made,
submit corrected plans and/or specifications to the Building
Department for resubmittal to the Engineering Department.
Onlv the applicable sheets have been sent.
By
By
" >OR OFFICIAL USE ONLY
N6INEERING AUTHORIZATION TO ISSUE BUILDIN
^yj/Vt^^^ Date
Date:
Date:
Date:
ATTACHMENTS
• Dedication Checklist
• Grading Submittal Checklist
• Neighborhood Improvement Agreement
• Reference Documents
• Right-of-Way Permit Application and Info Sheet
• Storm Water Fomi(s):
• Other:
Name:
email:
Phone:
ENGINEERING DEPT. CONTACT PERSON
Linda Ontiveros
City of Carlsbad
linda.ontiveros@carlsbadca.gov
760-602-2773 Fax: 760-602-1052
NOTE: If there are retaining walls associated with your
project, please check with the building department if
these walls need to be pulled by separate RETAINING
WALL PERMIT.
E-36 Page 1 of 7 REV 6/30/10
SITE PLAN
Provide a fully dimensioned site plan drawn to scale. Show:
North anrow
Existing & proposed structures
Existing street improvements
Property lines (show all dimensions)
Easements
Right-of-way width & adjacent streets
Show on site plan:
Driveway widths
ixisting or proposed sewer lateral
isting or proposed water service
Existing or proposed inigation service
Submit on signed /approved plans:
DWG No. U^yO- ^Js.
/UjDrainage patterns
. Building pad sur^ce drainage must maintain a minimum slope of one percent towards
rLi* AJN^ 1/* r> A 1/^ ^ adjoining street or an approved drainage course.
GfCADi ^s)6' ptAMb) 2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage
of 2% to swale 5' away from building*.
n~Existing & proposed slopes and topography
D~1Size, type, location, alignment of existing or proposed sewer and water sen/ice(s) that
serves the project. Each unit requires a separate service; however, second dwelling
units and apartment complexes are an exception.
5-8ewer and water laterals should not be located within proposed driveways, per
standards.
• • 3. Include on title sheet:
CZ^ite address
Q^^sessor's parcel number
0Legal description/lot number
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.
Show all existing use of SF and new proposed use of SF.
Example:
Tenant improvement for 3500 SF of warehouse to 3500 SF of office.
EXISTING PERMIT NUMBER DESCRIPTION
Lot/Map No. Subdivision/Tract: Reference no(s):
E-36 Page 2 of 7 REV 6/30/10
.jST 2"^° 3"''
DISCRETIONARY APPROVAL COMPLIANCE
f • )( • j llj 0/ Project does not comely with the following engineering conditions of approval for project no.
• All conditions are in compliance. Date:
DEDICATION REQUIREMENTS
.^ST 3^°
• • l^^edication 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 $ 17.000.00 . pursuant to Carlsbad Municipal Code Section 18.40.030.
For single family residence, easement dedication will be completed by the City of Carlsbad,
cost $60500.
Dedication required as follows
Dedication required. Please have a registered civil engineer or land sun/eyor prepare the
appropriate legal description together with an 8 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 fomn 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 accepted by mail or fax.
Dedication completed by: Date:
IMPROVEMENT REQUIREMENTS
.|Oi 2""
n Q 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 $ 82.000.00.
pursuant to Carisbad Municipal Code Section 18.40.040.
Public improvements required as follows:
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 $ 441.00 so we may prepare the necessary
Neighborhood Improvement Agreement. This agreement must be signed, notarized and
approved by the city prior to issuance of a building permit. ^
E-36 Page 3 of 7 REVSOO/IQ
Future public improvements required as follows:
• Enclosed please find your Neighborhood Improvement Agreement. Please return agreement
signed and notarized to the engineering department.
Neighborhood Improvement Agreement completed by:
Date:
-O-No public improvements required. SPECIAL NOTE: Damaged or defective improvements
found adjacent to building site must be repaired to the satisfaction of the citv inspector prior to
occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading pemiit are found in Section 15.16 of the
Municipal Code.
5^ Inadequate infonnation available on site plan to make a determination on grading
requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and
remedial). This information must be included on the plans.
Srading Permit required. NOTE: The grading permit must be issued and rough grading
arpval obtained prior to issuance of a building permit.
fed Pad Certification required. (Note: Pad certification may be required even if a grading
5ennit is not required.) All required documentation must be provided to your Engineering
Construction Inspector. The inspector will then provide the engineering counter with a
^^leapfo^r^l^dir^g^^^^ ^/// I
H-No grading permit/^uired.
^ST 2^0 ^^2)^°
3 0 • tfA),
• •
MISCELLANEOUS PERMITS
_ RIGHT-OF-WAY PERMIT is required to do wori< in city right-of-way and/or private wori<
\^^6]acent to the public right-of-way. Types of wori< include, but are not limited to: street
improvements, tree trimming, driveway construction, tying into public storm drain, sewer and
water utilities.
Right-of-way permit required for:
" *~ ' ' — • [cntA fifCtjyririB-C
•
AND Arfsiv/ l^L^ri^ (B^
INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carisbad sewer
sen/ice area, you must complete the attached Industrial Wastewater Discharge Permit
Screening Survey. Fax or mail to Encina Wastewater Authority, 6200 Avenida Encinas,
Carisbad, CA 92011, (760) 438-3941, Fax (760) 476-9852.
E-36 Page 4 of 7 REV 6/30/10
^ST ^0 jRD
m •
STORM WATER - Construction Compliance
^ ST -^^^ ^3"°
••^ • • \^ Project Threat Assessment Fomi complete.
•"Project Threat Assessment Form incon'ectly completed.
H-Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and
return (SW )
B— Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2
SWPPP, payment of processing fee and review by city.
Post-Development (SUSMP) Compliance
53'''^Stomi Water Standards Questionnaire complete.
H Storm Water Standards Questionnaire incorrectly completed. Please make the
corrections, re-sign the questionnaire and resubmit with next submittal.
S^:^ Project is subject to Standard Storm Water Requirements. See city Standard Urtsan
Storm Water Management Plan (SUSMP) for reference.
Disconnect discharges per SUSMP. Do not connect runoff from impen/ious surfaces to
stonn drains without first discharging water over landscape areas. See SUSMP.
Minimize use of impervious surfaces per SUSMP. Redesign to reduce the excessive use
of impervious area (pavement) on project. Use a balanced design of pervious surfaces
(landscape area, planters, etc.) and impen/ious surfaces. See SUSMP.
Project needs to incorporate low impact development
strategies throughout the project in one or more of the
following ways:
• Rainwater han/esting (rain barrels or cisterns)
• Vegetated Roof
0^io-retention cell/rain garden
• Pen/ious pavement/pavers
• Flow-through planter/vegetated or rock drip line
• Vegetated swales or rock infiltration swales
• Downspouts disconnect and discharge over landscape
FEES • Other:
• • Q Required fees have been entered in building pemiit
B— Drainage fee applicable
Added square feet
Added square footage in last two years? yes no
Pemiit No.
Pennit No.
Project built after 1980 yes no
Impervious surface > 50% yes no
Impact unconstructed facility yes no
• Fire sprinklers required yes no (is addition over 150' from center line)
Water Meter Upgrade yes no
"B^ No fees required
E-36 Page 5 of 7 REV 4/30/10
WATER METER REVIEW
.jST 2^0 3RD
• • Q^omestic (potable) Use
Ensure that the meter proposed by the owner/developer is not oversized. Oversized
meters are inaccurate during low-flow conditions. If it is oversized, for the life of the
meter, the city will not accurately bill the owner for the water used.
t^ \^Tir[P * ^^i*^ ^ residential unit is required to have an automatic fire
\X^\\^ extinguishing system, the minimum meter size shall be a Tmeter. NOTE:
rr"! ^ /^r-»v-» n connection fee, SDCWA system capacity charge and the water
J \rv_^^ oPl^^lhslK-'LHl c ^i^^^*"^®"* capacity charge will be based on the size of the meter
^ necessary to meet the water use requirements.
WCSLA/C' I^A PDOl^ residential units the minimum size meter shall be 5/8°, except where
^ I the residential unit is larger than 3,500 square feet or on a lot larger than
N 0T\ CjP quarter (1/4) acre where the meter size shall be %:
w * I • If owner/developer proposes a size other than the "standard", then
'^^^^^^^ 3 /1 L)- / 1 \ owner/developer must provide potable water demand calculations, which
/ I ' ) fixture counts and maximum water demand in gallons per
' ' J minute (gpm). A typical fixture count and water demand wori^sheet is
~^ ' • «• attached. Once the gpm is provided, check against the "meter sizing
»-;^y^ pr 1^ y\ A A ijrTCV) schedule' to verify the anticipated meter size for the unit.
•^-^ ' Io / v v'D\ fc/c*^ Maximum service and meter size is a 2" service with a 2" meter.
TKOplE^ ^^Jlirigation Use (where recycled water is not available)
/ All Irrigation meters must be sized by the landscape architect based on the
' flow demand in gallons per minute (gpm) for the area to be irrigated. The
minimum size meter(s) shall be capable of supplying the peak irrigation water
demand determined.
• If the project is a newer development (newer than 1998), check the recent
improvement plans and observe if the new irrigation service is reflected on
the improvement sheets. If so, at the water meter station, the demand in
gpm may be listed there. Irrigation services are listed with a circled "1", and
potable water is typically a circled "W.
• If the improvement plans do not list the irrigation meter and the
service/meter will be installed via another instrument such as the building
plans or grading plans (w/ a right of way permit of course), then the
applicant must provide irrigation calculations for estimated worst-case
irrigation demand (largest zone with the farthest reach). Typically the
planning department landscape consultant has already reviewed this if
landscape plans have been prepared, but the applicant must provide the
calculations to you for your use. Once you have received a good example of
irrigation calculations, keep a set for your reference. In general the
calculations will include:
• Hydraulic grade line
• Elevation at point of connection (POC)
• Pressure at POC in pounds per square inch (PSI)
• Worse case zone (largest, farthest away from valve)
• Total sprinkler heads listed (with gpm use per head)
• Include a 10% residual pressure at point of connection
E-36 Page 6 of 7 REV60O/IO
Q—trrigation Use (where recycled water is available)
1. Recycled water meters are sized the same as the irrigation meter above.
2. If a project fronts a street with recycled water, then they should be connecting to this
line to irrigate slopes within the development. For subdivisions, this should have been
identified and implemented on the improvement plans. Installing recycled water
meters is a benefit for the applicant since they are exempt from paying the San
Diego County Water Capacity fees. However, if they front a street on which the
recycled water is there, but is not live (they are charged with potable water until
recycled water is available), then the applicant must pay the San Diego Water
Capacity Charge. If recycled water is eventually supplied to the service connection
and meter within one year of the original application for Water meter Pennit, the
customer must prepare and submit the San Diego County Water Authority's
"Capacity Charge Refund Requesf fomri to CMWD for verification to request the
connection fee refund.
.^ST 2^0 3RD
• • • • Additional Comments:
E-36 Page 7 of 7 REVBOO/IO
PROJECT INSPECTOR:..
PROJECT ID Stf\e.Cok
CITY OF CARLSBAD
GRADING INSPECTION CHECKLIST
FOR PARTIAL SUE RELEASE
DATE:_
lti^\}it/\e^ GRADING PERMIT NO. II 0"7
LOTS REQUESTED FOR RELEASE:
N/A = NOT APPLICABLE
V = COMPLETE
1st 2nd.
.
A/A
1. Site access to requested lots adequate and logically grouped
2. Site erosion control measures adequate.
3. Overall site adequate for health, safety and welfare of public.
4. Letter from Owner/Dev. requesting partial release of spedfic lots, pads
or bidg.
5. 814" X11" site plan (attachment) showing requested lots submitted.
6. Compaction report fi'om soils engineer submitted. (If soils report has
been submitted with a previous partial release, a letter from soils
engineer referencing the soils report and identifying specific lots for
release shall accompany subsequent partial releases).
7. EOW certification of work done with finish pad elevations of spedfic lots
to be released. Letter must state lot (s) is graded to within a tenth (.1) of
the approved grading plan.
8. Geologic engineer's letter if unusual geologic or subsurface conditions
exist
9. Fully functional fire hydrants within 500 feet of building combustibles
and an all weather roads access to site is required.
10. Letter from EOW that TCBMP's are installed.
rW Partial release of grading for the above stated lots is approved for the purpose of building
pennit issuance. Issuance of building pennits is still subject to ail nonnal City
requirements required pursuant to the building permit process.
I I Partial release of the site is denied for the foiiowing reasons:
f-3o-l\
Date
Manager Date ^
KVIU MASTEXVPtniKlPAKnm.nM <K
Linda Ontiveros
From: Sherri Ferguson
Sent: Tuesday, March 08, 2011 7:48 AM
To: Linda Ontiveros
Subject: RE: 1099 Buena Vista Wy
I'm so sorry but I was out yesterday. The meter is 5/8".
Thanks,
Sherri
^ CtTir Of
cmmm
finance Department
Sherri L. Ferguson
City of Carlsbad
Finance Department
www.carlsbadca.gov
P: (760) 602-2412
F: (760) 602-8553
Sherri.Ferguson^carlsbadca.gov
Please consider the environment before printing this e-mail
From: Linda Ontiveros
Sent: Monday, March 07, 2011 11:11 AM
To: Sherri Ferguson
Subject: 1099 Buena Vista Wy
Good morning Sherri -
When you get a moment, would you mind looking up 1099 Buena Vista Wy to see what size meter they show on their
utility bill?
Thanks!
CiTTf Of
Development Services
Linda Ontiveros
Engineering Technician
Land Development Engineering
www.carlsbadca.gov
ENGINEERINQ DEPARTMENT
FEE CALCULATION WORKSHEET '
inmate based on unconfirmed information from applicant.
Calculation based on building plancheck plan submittal. ^ w
Address: 10^^^ (f^W WSfAr WN/BIdg. Permit f^o.____Z_
Prepared by; Date: '-^"7^(1 Checked by: Date:
EDU CALCULATIONS: List types and square footaget for all uses.
Types of Use^f^O Sq. Ft./Units; ' EDU's: ~'
Types of UseRDVI Sq. Ft./Units: EDU's: (
Types of Use: Sq. Ft./Unltf: EDU's:
Types of Use: Sq. Ft./Units: EDU's:
ADT CALCULATIONS: List types and square footages for ali uses.
Types of Use: _ Sq. Ft/Units: ' ADT's: .
Tvpes of U8e.<SJ^lX Sq. Ft./Unlts: , ADT's:.
Types of Use: Sq. Ft./Units: ADT's: '
Types of Use: Sq. Ft./Unlts: ADT's:
FEES REQUIRED:
WITHIN CFO: • YES (no bridge & thoroughfare fee in District #1, reduced Traffic impact Fee)
PARK IN-LIEU FEE: NW QUADRANT NE QUADRANT SE QUADRANT
FEE/UNIT! / . X \ NO. UNITS: -
2. TRAFFIC IMPACT FEE^xZWl ^ J
ADT's/UNITS: X FEE/ADT:ifeM^ \ ^ 6^ 6D
|J^)^RIDGE AND THOROUGHFARE FEE (DIST. #1 DiST. #2
ADT's/UNITS: X FEE/ADT:
FACILITIES MANAGEMENT FEE ZONE:_j____
UNIT/SQ.FT.:_j X . FEEySQ.FT./UNIT^ 2^ = S
SEWER FEE ^^b(MliAtL
EDU's; _( X FEE/EDU! //^^.' »» ( / ^9^.
aeHEFrr AREA: '
EDU's; X FEE/EDU; ~
6. DRAINAGE FEES PLDA A HIGH /LOW <^
ACRES: X FEE/AC; 6) ,< ^ -^V
7. POTABLE WATER FEES ^
UNITS CODE CONNECTION FEE . METER FEE SDCWA FEE IRRIGATION
fo^ DA-n5} ^/lLp/)T y
CITY OF
CARLSBAD
STORM WATER
COMPLIANCE
ASSESSMENT
B-24
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
I am applying to the City of Carlsbad for the following type(s) of construction permit:
• Building Permit • Right-of-Way Pennit
• My project is categorically EXEMPT from
the requirement to prepare a storm water
pollution prevention plan (SWPPP) because it
only requires issuance of one or more of the
following permit types:
Electrical
Fire Additional
Fire Alami
Fixed Systems
Mechanical
Mobile Home
Plumbing
Patio/Deck
Re-Roofing
Sign
Spa-Factory
Sprinkler
Water Discharge
Project Storm Water Threat Assessment Criteria*
No Threat Assessment Criteria
• My project qualifies as NO THREAT and is exempt from tfie requirement to prepare a storm water pollution prevention plan (SWPPP) because
it meets the 'no threaf assessment criteria on ttie City's Project Threat Assessment Worksheet for Determination of Construction SWPPP Tier
Level. My project does not meet any of the High, Moderate or Low Threat criteria described below.
Tler1 - Low Threat Assessment Criteria
• My project does not meet any of the Significant or Moderate Threat criteria, is not an exempt permit type (See list above) and the project
meets one or more of the following criteria:
• Results in some soil disturbance; and/or
• Includes outdoor construction activities (such as saw cutting, equipment washing, material stockpiling, vehicle fueling, waste stockpiling).
T/er2 - Moderate Ttireat Assessment Criteria
^ My project does not meet any of the Significant Threat assessment Criteria described below and meets one or more of the following criteria:
• Project requires a grading plan pursuant to the Carisbad Grading Ordinance (Chapter 15.16 of the Carisbad Municipal Code); or,
• Project will result in 2,500 square feet or more of soils disturbance including any assxiated construction staging, stockpiling, pavement
^CJ^^LJN I kj/^^^— removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria:
^^^i-^i——, , Located within 200 feet of an environmentally sensitive area or the Pacific Ocean, and/or
• Disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical, and/or
• Disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse, and/or
• Construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30).
5W
T/er3 - Significant Tlireat Assessment Criteria
• My project includes clearing, grading or other disturbances to the ground resulting in soil disturbance totaling one or more acres Including any
associated construction staging, equipment storage, stockpiling, pavement removal, refueling and maintenance areas: and/or
• My project is part of a phased development plan that will cumulatively result in soil disturi}ance totaling one or more acres including any
associated construction staging, equipment storage, refueling and maintenance areas: or,
• My project is located inside or within 200 feet of an environmentally sensitive area (see City ESA Proximity map) and has a significant
potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-stomn water discharge(s).
I certify to tfie best of my knowledge that the above
checked statements are true and conect I understand
and acknowledge tfiat even though this project does
not require preparation of a construction SWPP, I must
still adhere to, and at all times during construction
activities for the pemtit t/pe(s) check above comply
virith die storm water best management practices
pursuant to Title 15 ofthe Carlsbad Municipal Code
and to Citv Standards.
*The City Engineer may authorize minor variances from the Stomn
Water Threat Assessment Criteria ir: special circumstances where it
can be shown that a lesser or higher Constmction SWPPP Tier Level is
wan'anted.
B-24
Project Address: Assessor Parcel No.
Owner/Owner's AuthorizeiAgent Name: Title: _ . , ..
Date:
Project ID: .
Page 1 of 1 Rev.03/09
^ STORMWATER „ . ^ . QTAMHARnc; Development Services
O I AM^L/MIXL^O Engineering Department
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
^ CITV OF QUESTIONNAIRE
CARLSBAD E-34
INSTRUCTIONS:
To address post-developnnent pollutants that may be generated fronn developnnent projects, the City requires that new
development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management
Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP).
Initially this questionnaire must be completed by the applicant in advance of submitting for a development application
(subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of
stomn water standards that must be applied to a proposed development or redevelopment project. Depending on the
outcome, your project will either be subject to 'Standard Stormwater Requirements' or be subject additional criteria
called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the
storm water standards applied to a project.
Applicant responses to the questionnaire represent an initial assessment of the proposed project conditions and
impacts. City staff has responsibility for making the final assessment after submission of the development application.
If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent stomn water
standards than initially assessed by the applicant, this will result in the return of the development application as
incomplete. In this case, please make the changes to the questionnaire and resubmit to the City.
If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of
the questions, they are advised to seek assistance from Land Development Engineering staff.
A separate completed and signed questionnaire must be submitted for each new development application submission.
Only one completed and signed questionnaire is required when multiple development applications for the same project
are submitted concurrently. In addition to this questionnaire, applicants for construction pennits must also complete,
sign and submit a Project Threat Assessment Form to address construction aspects of the project.
Please answer the questions below, follow the instructions and sign the form at the end.
1. Is your pmject a significant redevelopment?
DEFINITION:
Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of
impervious surface on an already existing developed site.
Significant redevelopment includes, but is not limited to: the expansion of a building footprint; addition to or
replacement of a stmcture; structural development including an increase in gross floor area and/or exterior
construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and
land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes
any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing
underiying soil during construction.
If your project IS considered significant redevelopment, then please s/c/p Section 1 and proceed with Section 2.
If your project IS NOT considered significant redevelopment, then please proceed to Section 1.
E-34 Page 1 of 3 REV 3/23/10
CITY
CARLSBAD
O F
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Engineering Department
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
SECTION 1 NEW DEVELOPMENT
PRIORITY PROJECT TYPE
Does you project meet one or more of the following criteria: YES NO
1. Housina sutKlivisions of 10 or more dwelling units. Examoles: sinqle familv tiomes, multi-familv fiomes,
condominium and apartments X
2. Commercial - areater than 1-acre. Am develooment other than heaw industry or residential. Examoles: hosoitals:
laboratories and other medical facilities; educational institutions; recreational facilities; municipal facilities; commercial
nurseries; multi-apartment buildings; car wash facilities; mini-malls and other business complexes; shopping malls;
hotels; office buildings; public warehouses; automotive dealerships; airfields; and other light industrial facilities. X
3. Heavi^ Industrial / Industry- areater than 1 acre. Examples: manufacturina plants, food processina plants, metal
working facilities, printing plants, and fleet storage areas (bus, truck, etc.). X
4. Automotive repair shoo. A facilitv cateaorized in anv one of Standard Industrial Classification (SIC) codes 5013.
5014, 5541, 7532-7534, and 7536-7539 X
5. Restaurants. Anv facilitv that sells oreoared foods and drinks for consumotlon. includina stationary lunch counters
and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812), where the
land area for development is greater than 5,000 square feet. Restaurants where land development is less than 5,000
square feet shall meet all SUSMP requirements except for structural treatment BMP and numeric sizing criteria
requirements and hydromodification requirements. X
6. Hillside develooment Anv develooment that creates 5.000 sauare feet of impervious surface and is located in an
area with known erosive soil conditions, where the development will grade on any natural slope that is twenty-five
percent (25%) or greater. X
7. Environmentallv Sensitive Area (ESA)\ All development located within or directly adjacent^ to or discharaina
directly^ to an ESA (where discharges from the development or redevelopment will enter receiving waters within the
ESA), which either creates 2,500 square feet of impervious surface on a proposed project site or increases the area
of imperviousness of a proposed project site to 10% or more of its naturally occurring condition. X
8. Parifina lot Area of 5.000 sauare feet or more, or with 15 or more oarkino soaces. and potentially exposed to urban
runoff X
9. Streets, roads, hiahwavs. and freewavs. Any paved surface that is 5.000 sauare feet or greater used for the
transportation of automobiles, trucks, motorcycles, and other vehicles K
10. Retail Gasoline Outlets. Servina more than 100 vehicles oer day and areater than 5,000 square feet X 11. Coastal Develooment Zone. Anv oroiect located within 200 feet of the Pacific Ocean and (1) creates more than
2500 square feet of impenneable surface or (2) increases impermeable surface on property by more than 10%. >\ 12. More than 1-acre of disturttance. Proiect results in the disturbance of more than 1-acre or more of land and is
considered a Pollutant-generating Development Project*. K
1 Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) Impaired 'Mater bodies; areas designated as Areas of Special
Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies
designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments);
areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent
environmentally sensitive areas which have been identified by the Copermlttees.
2 "Directly adjacent" means situated within 200 feet ofthe Environmentally Sensitive Area.
3 "Discharging directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and
not commingled with flow from adjacent lands.
4 Pollutant-generating Development PnDjects are those projects that generate pollutants at levels greater than background levels. In general, these include all projects
that contribute to an exceedance to an impaired water body or which create new impervious surfaces greater than 5000 square feet and/or introduce new landscaping
areas that require routine use of fertilizers and pesticides. In most cases linear pathway pnsjects that are for Infrequent vehicle use, such as emergency or maintenance
access, or for pedestrian or bicycle use, are not considered Pollutant-generating Development Projects if they are built with pervious surfaces or If they sheet flow to
surrounding pervious surfaces.
Section 1 Results:
.If you answered YES to ANY of the questions above your project is subject to Priority Development Project requirements. Please check the
"meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3. A Storm Water Management Plan, prepared in accordance with City
Stonn Water Standards, must be submitted at time of application.
If you answered NO to ALL of the questions above, then your project is subject to Standard Stormwater Requirements. Please check the "does
not meet PDP requirements" box In Section 3.
E-34 Page 2 of 3 REV 3/23/10
CARLSBAD
CITY OF
STORM WATER
STANDARDS
QUESTIONNAIRE
E-34
Development Services
Engineering Department
1635 Faraday Avenue
760-602-2750
www.carlsbadca.gov
SECTION 2 SIGNIFICANT REDEVELOPMENT
Complete the questions t>elow regarding your redevelopment project: YES NO
1. Project results in the disturbance of more than 1 -acre or more of land and is considered a Pollutant-generating
Development Project (see definition in Section 1). X If you answered NO, please proceed to question 2.
If you answered YES, then you ARE a significant redevelopment and you ARE subject to PRIORITY DEVELOPMENT PROJECT
requirements. Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below.
2. Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1)
If you answered YES, please proceed to question 3.
If you answered NO, then you ARE NOT a significant redevelopment and your project is subject to STANDARD STORMWATER
REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below.
3. Is the project solely limited to just one of the following:
a. Trenching and resurfacing associated with utility work?
b. Resurfacing and reconfiguring existing surface parking lots?
c. New sidewalk construction, pedestrian ramps, or bike lane on public and/or private existing roads?
d. Replacement of existing damaged pavement?
If you answered NO to ALL of the questions, then proceed to question 4.
If you answered YES to ANY of the questions then you ARE NOT a significant redevelopment and your project is subject to Standard
Stormwater Requirements. Please check the "does not meet PDP requirements" box in Section 3 below.
4. Will your redevelopment project create, replace, or add at least 5,000 square feet of impervious surfaces on an existing
development or, be located within 200 feet of the Pacific Ocean and (l)create more than 2500 square feet of
impermeable surface or (2) increases impermeable surface on the property by more than 10%?
If you answered YES, you ARE a significant redevelopment, and you ARE subject to PRIORITY DEVELOPMENT PROJECT requirements.
Please check the "meets PRIORITY DEVELOPMENT PROJECT requirements" box in Section 3 below.
If you answered NO, then you ARE NOT a significant redevelopment and your project Is subject to STANDARD STORMWATER
REQUIREMENTS. Please check the "does not meet PDP requirements" box in Section 3 below.
SECTION 3
Questionnaire Results:
• My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria
per the SUSMP and must prepare a Storm Water Management Plan for submittal at time of application.
My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the
SUSMP.
Applicant Information and Signature Box This Box for City Use On/y
Address: Assessor's Parcel Number(s):
iSG. 2^1-02.
Applicant Name: Applicant Title:
Applicant Signature: Date: •
E-34 Page 3 of 3 REV 3/23/10
<^C^ CITY OF
, ^ CARLSBAD
Community & Economic Development www.carisbadca.gov
September 20, 2010
Mr. Bob Sukup
The Sea Bright Company
4322 Sea Bright Place
Carlsbad, CA 92008
RE: CDP 10-12: 1099 Buena Vista Residence
Dear Mr. Sukup:
Thank you for your letter dated September 15, 2010 requesting that the city reconsider their
requirement that the property owner ofthe above property dedicate 5 feet of their frontage
for right-of-way purposes. After reviewing the Buena Vista Way improvements plans (DWG
161-7), we concluded that these plans established the ultimate street right-of-way width at 55
feet since the street centerline is offset to establish an equally wide parkway of 7.5 feet on both
sides ofthe street. Therefore, no further dedication is necessary for the above property.
If you have any questions or wish to contact me, you may either call me at (760) 602-2781 or e-
mail me at david.rick@carlsbadca.gov.
Sincerely,
David Rick
Associate Engineer
cc: Glen Van Peski, Senior Civil Engineer
Clyde Wickham, Associate Engineer
Land Development Engineering
1635 Faraday Ave. I Carlsbad, CA 92008 I 760-602-2740 I 760-602-1052 fax
^ B B (0 (0 (0 O Q O
« $ S
» 1^ ^
J: .c £ O O O
•
•
•
PLANNING DEPARTIVIENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CB11-0403 Address 1099 Buena Vista Way
Planner Chris Garcia Phone (760^ 602- 4622
APN: 155-251-02-00
Type of Project & Use: Single Familv Home and SDU Net Project Densitv:4.34 DU/AC
Zoning: Ril General Plan: RLM Facilities Management Zone: 1
CFD (in/out) #_Date of participation: Remaining net dev acres:
Circle One (For non-residential development: Type of land used created by this permit:
)
Legend: ^ Item Complete • Item Incomplete - Needs your action
Environmental Review Required: YES • NO lEI TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval
Discretionary Action Required: YES |EI NO • TYPE CDP
APPROVAL/RESO. NO. 6732 DATE 12/1/2010
PROJECT NO. CDP 10-12
OTHER RELATED CASES: CDP 10-29
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval: Condition 6: Provide a mvlar COPY of the site plan. Condition 14:
Provide completed Notice of Restriction mailed January 26. 2011.
Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES M NO •
CA Coastal Commission Authority? YES O NO ^
If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103,
San Diego, CA 92108-4402; (619) 767-2370
Determine status (Coastal Permit Required or Exempt):
Habitat IVIanagement Plan
Data Entry Completed? YES • NO •
If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and
assess fees in Permits Plus
(A/P/Ds, Activity Maintenance, enter CB#, toolbar. Screens, HMP Fees, Enter Acres of Habitat Type
impacted/taken, UPDATE!)
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!)
H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08
Site Plan:
lEl ^ • 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 (including all side and rear yard slopes).
Provide legal description of property and assessor's parcel number.
Policy 44 - Neighborhood Architectural Design Guidelines
1. Applicability: YES • NO IEI
2. Project complies: YES • NOQ
Zoning:
1. Setbacks:
Front:
Interior Side:
Street Side:
Rear:
Top of slope:
Reouired 20' Shown 20:
Required 6'9" Shown 6'9"
Required 6'9" Shown 6'9''
Required _13N61 Shown 20'
Required N/A Shown N/A
2. Accessory structure setbacks:
Front:
Interior Side:
Street Side:
Rear:
Structure separation:
3. Lot Coverage:
Required.
Required.
Required.
Required.
Required.
Shown.
Shown.
Shown.
Shown.
Shown
Required 40% Shown 33.4%
• 4. Height:
5. Parking:
Required 30: Shown 27'6"
Spaces Required 3 Shown 4
(breakdown by uses for commercial and industrial projects required)
Residential Guest Spaces Required 0 Shown 2
Additional Comments Make corrections to the Title sheet as follows. Zoning is R-1 (not R-3).
Allowable height is 30' (not 35'). Reouired parking is 2 covered for the SFD and 1 covered or
uncovered for the SDU. Please also see above and submit a mylar site plan and completed Notice
of Restriction per conditions 6 and 14 of Resolution 6732.
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE
H:\ADMIN\Template\Building Plancheck Review Checklist.doc Rev 4/08
Carlsbad Fire Department l>mem<;^r COPY
Plan Review Requirements Category: PLANCK ,
Date of Report: 03-14-2011
Name:
Address:
Reviewed by:
Permit #: PCI 10008
Job Name: SMERUD RES- BUILD NEW 3,125 SF
Job Address: 1099 BUENA VISTA WY CB AD
Conditions:
Cond: CON0004469
[MET]
* CITY OF CARLSBAD FIRE DEPARTMENT
Subject to field inspection and required tests, notations hereon, conditions in correspondence and
conformance with applicable regulations. The stamping of these plans shall not be held to permit or
approve the violation of any law.
Entry: 03/14/2011 By: GR ^Kction: AP FIRE SPRINKLERS are required - Defence
Submittal per CBD BD. gr
CHRISTIAN WHEELER.
ENGINEERING
March 16,2010
Richard Smerud
c/o Martin Volk
568 Compass Road
Oceanside, Califomia 92054
CWE 2100122.03
SUBJECT: FOUNDATION FLAN REVIEW, FROFOSED BUENA VISTA WAY RESIDENCE,
1099 BUENA VISTA WAY, CARLSBAD, CALIFORNIA
References: 1) Foundation Plans for Buena Vista; Sheets SPl, S4, and Fl; HTK Stmctural Engineers;
Febmary 23, 2011.
2) "Report of Preliminary Geotechnical Investigation, Proposed Buena Vista Way Residence",
Christian Wheeler Engineering; May 18, 2010 (CWE 2100122.01).
Dear Mr. Volk:
In accordance with your request, we have reviewed the referenced foundation plans for the subject project in
order to ascertain that the recommendations presented in die referenced geotechnical report have been
implemented, and that no additional recommendations are needed due to changes in the proposed constmction.
Based on this review, it is our opinion that in general, the plans reflect the recommendations contained in the
referenced report.
If you have any questions after reviewing this report, please do not hesitate to contact our office. This
opportunity to be of professional service is sincerely appreciated.
I
Respectfully submitted,
CHRISTIAN WHEELER ENGINEERING
Daniel
cc: (2) Submitted
(1) m3rtyYolk@,gmail.com
(1) dfn@htkse.com
3980 Home Avenue • San Diego, CA 92105 • 619-550-1700 • FAX 619-550-1701
l>o>^bue troA^-L^ 6^sr6i^ AJOt^ iASe£^ 5erK>fe*vj
Structural Plan Check Responses
PROJECT: Buena Vista
PLANCHECK*: PCll-0008
HTK PROJECT*: 10-320
DATE: March 9,2011 HTK HOROWITZ
TAYLOR KUSHKAKI
STRUCTURAL ENGINEERS
13. Soils infonnation added to SPl per the report.
14. Note added to sheet S4.
15. See letter from soils engineer.
16. Note added to sheet S4. See architectural for drainage pattern
17. -21. All details not needed have been omitted from the plans.
22. Size and reinforcing called out on sheet S4.
23. Note added to sheet SPi.
14288 Danielson St. • Suite #200 • Poway, CA 92064 • (858)679-8989
2350 8. Jones • Suite #101 • Las Vegas, NV 89146 • (702)505-8225
STRUCTURAL CALCULATIONS
PROJECT: 5^^€-'OA 1/^ 5 I A STRUCTURAL ENGINEERS
DESIGN ASSUMPTIONS:
CONCRETE STRENGTH AT TWENTY EIGHT DAYS:
MASONRY: GRADE "N" CONCRETE BLOCK F ' M ^
MORTAR: TYPES 1,800 PSI
GROUT: 2000 PSI
REINFORCING STEEL: A-615
STRUCTURAL STEEL: A-36
TIMBER: DOUGLAS FIR-LARCH
JOISTS
BEAMS AND POSTS
STUDS
SEISMIC CATEGORY:
GRADE 40:
GRADE 60:
PSI
PSI
#4 AND LESS (U.O.N.)
#5 AND LARGER
#2
#2
STUD OR BETTER
REPORT BY:
WIND FORCE: <?
DESIGN LOADS:
ROOF DEAD LOAD
SLOPED
ROOFING
PLYWOOD
JOISTS
INSUL. & CLG.
MISC.
TOTAL =
ROOF LIVE LOAD
20 PSF
FLAT
REPORT NO.: SOIL PRESSURE:
FLOOR DEAD LOAD
FLOORING
PLYWOOD
JOISTS
INSUL. & CLG.
MISC.
TOTAL = 1-4 £5F-
FLOOR LIVE LOAD
INTERIOR
BALCONY
WALKWAY
WALL DEAD LOAD
INTERIOR
EXTERIOR
10 PSF
16 PSF
40 PSF
60 PSF (U.O.N.)
100 PSF
These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion
of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and
signature of the Engineer of Record.
Job No. Designed By Date
14288 Danielson St. • Suite 200 • Poway, CA 92064 • (858) 679-8989 • Fax (858) 679-8959
I^IAG/^A X/XSrA -
H^SG^'^"^ iAS£ I'V TTX 3iSQg t<^Vc.
^s^iFT
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5iA€AiA \/xsrA-
Z^^Q-^' FT
x^'l^ WHUrr,"^ A5e ^V:^x 16. ASL.
^ ^ - ST
A VXSTA"
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tAS£ 3V2^ X )t| LSL
5 £X5 y^r c
v'- Cs
L £? A s : ^ A Tea Y C:^
X - I. o
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'Y. 3.S- PSF
1 o 3. 03> PS F
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1/ £ 1 S F r r-/0 £ F r l4
or
12.7 1^-FT
(?) ^K.^S^0lVs7) =^ ^7LS*//6' - 17 1^/ 5)
HTK HOROWITZ
TAYLOR
KUSHKAKI
PROJECT
CLIENT
JOB NO.
Buena Vista
DATE: 01/27/11
WIND DESIGN ASCE 7-05 IBC 2006
INPUT DATA
Exposure category (B, c or D) B
Importance factor, pg 77, (0.87, 1.0 or 1.15) 1 = 1.00
Basic wind speed (IBC Tab 1609.3.1 Vjs) V = 85 mph
Topographic factor (Sec.6.5.7.2, pg 26 & 45) = 1
Building height to eave he = 19 ft
Building height to ridge hr = 10.5 ft
Roof Pitch (3-12) 3.5 /12
Least Horizontal Dimension B= 27 ft
Alternate Basic Load Factor 1
ANALYSIS
Velocitv pressure
qh = 0.00256 KhKrfKdV^ = 11.01 psf
where; Qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1,pg 79)
= w/ind directionality factor. (Tab. 6-4, for building, page 80)
h = mean roof height
Design pressures for MWFRS
P = qh[(G Cp,)-(G Cpi)]
0.70
0.85
14.75
OK
ft
where:
Note
p = pressure in appropriate zone. (Eq. 6-18, page 28).
G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54)
G Cpi = product of gust effect factor and intemal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47)
= 0.18 or -0.18
a = width of edge strips. Fig 6-10, note 9, page 54, = 3.00 ft
negative pressures are away from surface face
Pressures (psf), Basic Load Cases
Roof angle 9 = 16.26
Surface G Cpf Net Pressure with
(+GCpO (-GCpi) Max Design
1 0..56 4.18 8.14 8.14 8.14
2 0.21 0.33 4.29 4.29 1.20
3 -0.43 -6.71 -2.75 -6.71 -1.88
4 -0.37 -6.05 -2.09 -6.05 -6.05
IE 0.69 5.61 9.57 9.57 9.57
2E 0.27 0.99 4.95 4.95 1.39
3E -0,53 -7.81 -3.85 -7.81 -2.19
4E -0.48 -7.26 -3.30 -7.26 -7.26
5 -0.45 -6.93 -2.97 -6.93 -6.93
6 -0.45 -6.93 -2.97 -6.93 -6.93
Design=Horiz. Component
LONGITUDINAL
ot-i^*^ 7' 1 Fr
HA ^' Fr r- 3^0"^ j?o ^)0 i^Fux FT
lie-FT C?,>A;Q ^PLXFT
^•-6" OT^ - IS". XI^^'Fr ^ 375^/^6«^8
C?Tr^- / jt: T
6' - or*-^^ "2.'^. I k- -Fr
$~<2,7' U)AtC
• g,iA.&/OA yxsrA-
^ c?r^ - /L IM 'Fr
JIFS = 3.1 K - FT T^ I-^U^^ HC^IA-U
a^e% - K'Fr r- -Lib ^±!^i2Jlit^tr
i^S = )l:>,Oj6-Fr r-t^6 ^^g/OQ ^<^LXFT
•f^lA^£^^ A V XStA -
O - ' FT
Qy^-' XO. ^ k -FT
i^feS- !S"^^FY- T- HSO*" ji»/0(9 IAPLX. FT
]CircK€/o: C3-<LO^ C7V^S^ ^ XGO^A/' ^ ) ^/O*/ [H
;^es = lA 1^ -Fr T-7^1* H C)IAX
(s) ixxq^/^' ^ ^^os
PROJECT:
STRUCTURAL CALCULATIONS
51^6-/0 A i/X5>r"A STRUCTURAL ENGINEER i3
DESIGN ASSUMPTIONS:
CONCRETE STRENGTH AT TWENTY EIGHT DAYS:
MASONRY: GRADE "N" CONCRETE BLOCK F '
MORTAR: TYPES 1,800 PSI
GROUT: 2000 PSI
REINFORCING STEEL: A-615
PS\
PSI
STRUCTURAL STEEL: A-36
TIMBER: DOUGLAS FIR-LARCH
JOISTS
BEAMS AND POSTS
STUDS
SEISMIC CATEGORY:
GRADE 40:
GRADE 60:
#4 AND LESS (U.O.N.)
#5 AND LARGER
#2
#2
STUD OR BETTER
REPORT BY:
WIND FORCE:
DESIGN LOADS:
ROOF DEAD LOAD
SLOPED
ROOFING
PLYWOOD
JOISTS
INSUL. & CLG.
MISC.
REPORT NO.:
TOTAL /=>SF
ROOF LIVE LOAD
20 PSF
FLAT
FLOOR DEAD LOAD
FLOORING
PLYWOOD
JOISTS
INSUL. & CLG.
MISC.
TOTAL
SOIL PRESSURE:
FLOOR LIVE LOAD
INTERIOR
BALCONY
WALKWAY
WALL DEAD LOAD
INTERIOR
EXTERIOR
10 PSF
16 PSF
40 PSF
60 PSF (U.O.N.)
100 PSF
These calculations are limited only to tfie items included herein, selected by the client and do not imply approval of any other portion
of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and
signature of the Engineer of Record.
Job No. Designed By Date
14288 Danielson St. • Suite 200 • Poway, CA 92064 • (858) 679-89 989 • Fax (858) 679-8959
i 6- fSF
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HTK HOROWITZ TAYLOR KUSHKAKI
PROJECT
CLIENT
JOB NO.
Buena Vista
DATE: 01/27/11
s T ? u C N = £ ,? S
WIND DESIGN ASCE 7-05 IBC 2006
INPUT DATA
Exposure category (B, C or D)
Importance factor, pg 77, (0.87, 1.0 or 1.15)
Basic wind speed (IBC Tab 1609.3.1 Vjs)
Topographic factor (Sec.6.5.7.2, pg 26 & 45)
Building height to eave
Building height to ridge
Roof Pitch (3-12)
Least Horizontal Dimension
Alternate Basic Load Factor
ANALYSIS
Velocitv pressure
B=
u =
B
1.00
85
1
19
10.5
3.5
27
1
mph
ft
ft
/12
ft
qh = 0.00256 Kh K^K^V^
where:
11.01 psf
qh = velocity pressure at mean roof height, h. (Eq. 6-15, page 27)
Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 6-3, Case 1 ,pg 79)
= wind directionality factor. (Tab. 6-4, for building, page 80)
h = mean roof height
Design pressures for MWFRS
P = qh[{G Cp,)-(G Cpi)]
0.70
0.85
14.75
OK
where:
Note
p = pressure in appropriate zone. (Eq. 6-18, page 28).
G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 6-10, page 53 & 54)
G Cpi = product of gust effect factor and internal pressure coefficient.(Fig. 6-5, Enclosed Building, page 47)
= 0.18 or -0.18
a = width of edge strips, Fig 6-10, note 9, page 54, = 3.00 ft
negative pressures are away from surface face
Pressures (psf), Basic Load Cases
Roof angle 9 = 16.26
Surface G Cpf Net Pressure with
(+GCpi) (-GCpi) Max Design
1 0.56 4.18 8.14 8.14 8.14
2 0.21 0.33 4.29 4.29 1.20
3 -0.43 -6.71 -2.75 -6.71 -1.88
4 -0.37 -6.05 -2.09 -6.05 -6.05
IE 0.69 5.61 9.57 9.57 9.57
2E 0.27 0.99 4.95 4.95 1.39
3E -0.53 -7,81 -3.85 -7.81 -2.19
4E -0.48 -7.26 -3.30 -7.26 -7.26
5 -0.45 -6.93 -2.97 -6.93 -6.93
6 -0.45 -6.93 -2.97 -6.93 -6.93
Design=Horiz. Component
TRANSVERSE LONGITUDINAL
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CHF.ISTIAN WHEELER
ENGINEEFIING
REPORT OF PRELIMINARY GEOTECHNICAL INVESTIGATION
PROPOSED BUENA VISTA WAY RESIDENCE
1099 BUENA VISTA WAY
CARLSBAD, CALIFORNIA
SUBMITTED TO
RICHARD SMENUD
C/O MARTIN VOLK
568 COMPASS ROAD
OCEANSIDE, CALIFORNIA 92054
I
SUBMITTED BY
CHRISTIAN WHEELER ENGINEERING
3980 HOME AVENUE
SAN DIEGO, CALIFORNIA 92105
3980 Home Avenue -f San Diego, CA 92105 619-550-1700
May 28, 2010
W
CHRISTIAN WHEELER
ENGINEERING
Richard Smenud
c/o Martin Volk
568 Compass Road
Oceanside, Califomia 92054
CWE 2100122.01
SUBJECT: REPORT OF GEOTECHNICAL INVESTIGATION, PROPOSED BUENA VISTA
WAY RESIDENCE, 1099 BUENA VISTA WAY, CARLSBAD, CALIFORNIA
Dear Mr. Smenud:
In accordance with your request, and ovir proposal and agreement dated February 15, 2010, we have
completed a geotechnical investigation for the subject project. We are presenting herewith a report of our
findings and recommendations.
As encountered in our investigation, the site is underlain by potentially compressible fill/topsoil deposits
extending to a maximum depth of about V/i feet. In order to mitigate this condition, it is recommended that
the compressible materials be removed and replaced as compacted fill.
If you have questions after reviewing this report, please do not hesitate to contact our office. This
opportunity to be of professional service is sincerely appreciated.
Respectfully submitted,
CHRISTIAM WHEELER ENGINEERING
Charles H. Christian, RGE #00215
CHC:CRB:DBA
Distflbution: (6) Submitted
3980 Home Avenue -f San Di
Curtis R. Burdett, CEG #1090
•f 619-550-1700 4- FAX 619-55
TABLE OF CONTENTS
PAGE
Introduction and Project Description 1
Project Scope 2
Findings 3
Site Description 3
General Geology and Subsurface Conditions 3
Geologic Setting and Soil Description 3
Artificial FiU/Topsoil 3
Old Paralic Deposits 3
Groundwater 3
Tectonic Setting 4
Geologic Hazards 4
Seismic Design Factors 4
Landslide Potential and Slope Stability 5
liquefaction 5
Flooding 5
Tsxanamis 5
Seiches 5
Conclusions 6
Recommendations 6
Grading and Earthwork 6
General 6
Pregrade Meeting 6
Observation of Grading 6
Site Preparation 7
Removal Limits 7
Imported Fill 7
Excavation Characteristics 7
Processing of Fill 7\reas 7
Compaction and Method of Filling 7
Surface Drainage 8
Foundations 8
General 8
Dimensions 8
Bearing Capacity 8
Foundation Reinforcement 8
Lateral Load Resistance 9
Expansive Characteristics 9
Settlement Characteristics 9
Foundation Plan Review 9
Foundation Excavation Observation 9
Soluble Sulfates 9
On-Grade Slabs 10
Interior Floor Slabs 10
Under-Slab Vapor Retarders 10
Exterior Concrete Flatwork. 11
Earth Retaining Structures 12
CWE 2100122.01
Proposed Buena Vista Way Residence
1099 Buena Vista Way, Carlsbad, Califomia
TABLE OF CONTENTS (Continued)
PAGE
Foundations 12
Passive Pressure 12
Active Pressure 12
Waterproofing and Subdrain 12
Backfill 12
Limitations 12
Review, Observation and Testing 12
Uniformity of Conditions 13
Change in Scope 13
Time Limitations 13
Professional Standard 14
Client's Responsibility 14
Field Explorations 14
Laboratory Testing 15
ATTACHMENTS
FIGURES
Figure 1 Site Vicinity Map, Follows Page 1
PLATES
Plates 1 Site Plan & Geologic Map
Plates 2-5 Test Pit Logs
Plate 6 Laboratory Test Results
Plate 7 Subdrain Detail
APPENDICES
Appendix A References
Appendix B Recommended Grading Specifications-General Provisions
CWE 2100122.01
Proposed Buena Vista Way Residence
1099 Buena Vista Way, Carlsbad, Califomia
REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED BUENA VISTA WAY RESIDENCE
1099 BUENA VISTA WAY
CARLSBAD. CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of a geotechnical investigation performed for a proposed single- family
residence to be located at 1099 Buena Vista Way, in the city of Carlsbad, Califomia. The following Figure
Number 1 presents a site vicinity map showing the location of the property.
We understand that the proposed project will consist of the constmction of a single-family residential
stmcture, and an attached accessory dwelling unit. The residence will be a two-story, wood-fi:ame stmcture
with an on-grade concrete floor slab; the accessory building will be a single-story stmcture with an on-grade
concrete floor slab. We expect that both stmctures will be supported by conventional shallow foundations.
A retaining wall, less than four feet in height, is proposed along the eastem property line. Grading is expected
to consist of cuts and fills of less than about three to five feet from existing grades.
To assist in the preparation of this report, we were provided with a civil design plan of unknown origin, dated
April 27, 2010. A copy of said plan was used as the base for our Site Plan and Geotechnical Map, which is
included herewith as Plate Number 1.
This report has been prepared for the exclusive use of Richard Smenud and his design consultants for specific
application to the project described herein. Should the project be changed in any way, the modified plans
should be submitted to Christian Wheeler Engineering for review to determine their conformance with our
recommendations and to determine whether any additional subsurface investigation, laboratory testing
and/or recommendations are warranted. Our professional services have been performed, our findings
obtained, and our recommendations prepared in accordance with generally accepted engineering principles
and practices. This warranty is in lieu of all other warranties, express or implied.
SITE VICINITY MAP
(Adapted from Thomas Brothers Maps)
PROPOSED BUENA VISTA WAY RHSinHNCH
1099 BUENA VTSTA WAY
CARLSBAD. CALIFORNIA
i
North SITE
CWE 2100122.01
CWE 2100122.01 May 28, 2010 Page No. 2
PROJECT SCOPE
The scope of our preliminary investigation included: surface reconnaissance, subsurface exploration,
obtaining representative soil samples, laboratory testing, analysis of the field and laboratory data and review
of relevant geologic literature. Our scope of service did not include assessment of hazardous substance
contamination, recommendations to prevent floor slab moisture intmsion or the formation of mold within
the stmcture, evaluation or design of storm water infiltration facilities, or any other services not specifically
described in the scope of services presented below. More specifically, the intent of this investigation was to:
a) Explore the near-surface soil conditions of the site;
b) Evaluate, by laboratory tests and our past experience with similar soil types, the engineering
properties of the various strata that may influence the proposed constmction, including
bearing capacities, expansive characteristics and settiement potential;
c) Describe the general geology at the site including possible geologic hazards that could have
an effect on the proposed constmction, and provide seismic design parameters as required
by the 2007 edition of the Califomia Building Code;
d) Address potential constmction difficulties that may be encountered due to soil conditions,
groundwater or geologic hazards, and provide recommendations concerning these problems;
e) Develop soil engineering criteria for site preparation and grading;
£) Recommend an appropriate foundation system for the type of constmction anticipated and
develop soil engineering design criteria for the recommended foundation design;
g) Present our professional opinions in this written report, which includes, in addition to our
conclusions and recommendations, a plot plan, exploration logs and a summary of the
laboratory test results.
CWE 2100122.01 May 28, 2010 Page No. 3
FINDINGS
SITE DESCRIPTION
The subject site is a nearly rectangular shaped parcel of land located at 1099 Buena Vista Way, in the city of
Carlsbad. The site is bounded on the south by Buena Vista Way, and is otherwise surrounded by single
family residential properties. The property is vacant at this time, but appears to once have supported a single-
family home and associated improvements. The relatively flat lot is about 67 feet wide and 150 feet deep.
Topographically, the site slopes gentiy to the northeast, with elevations ranging from about 74*72 feet mean
sea level (MSL) at the southwestern comer to elevation 70 feet MSL at the northeastern comer.
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS
GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located witiiin die Coastal Plains
Phjrsiographic Province of San Diego County. Based on our subsurface explorations, and analjrsis of readily
available pertinent geologic literature, the area of the site investigated was found to be underlain by
undifferentiated artificial fill and topsoil, and old paralic deposits. Each of these units is discussed below in
order of increasing age.
ARTIFICIAL FILL/TOPSOIL: The site is underlain by a diin layer of undifferentiated fill/topsoil
extending, where exposed, to a maximum depth of about 1 Va feet below existing grade. The fill is the
result of recent grading associated with the demolition of the residential stmcture and associated
improvements that previously occupied the property. These materials consist of grayish-brown, dry to
damp, loose, silty sand (SM). The fill/topsoil materials were judged to possess a very low expansion
index (EK20).
OLD PARALIC DEPOSITS (Qop): Old paralic deposits, locally referred as terrace deposits,
underlie the surficial soils. These deposits consist of orangish-brown, moist, medium dense to dense,
silty sands (SM). The formational soils were judged to possess a very low expansion index (EK20).
GROUNDWATER: No groundwater was encountered in our subsurface explorations. However, it should be
recognized that minor groundwater seepage problems might occur after constmction and landscaping at a site
even where none were present before constmction. These are usually minor phenomena and are often the
result of an alteration in drainage patterns and/or an increase in irrigation water. Based on the anticipated
constmction and landscaping, it is our opinion that any seepage problems that may occur will be minor in
CWE 2100122.01 May 28, 2010 Page No. 4
extent. It is fiirther our opinion that these problems can be most effectively corrected on an individual basis
if and when they occur.
TECTONIC SETTING: No active or potentially active faults are known to traverse the subject site.
However, it should be noted that much of Southern Califomia, including the San Diego County area, is
characterized by a series of Quatemary-age fault zones that consist of several individual, en echelon faults that
generally strike in a northerly to northwesterly direction. Some of these fault zones (and the individual faults
within the zone) are classified as "active" according to the criteria of the Califomia Division of Mines and
Geology. Active fault zones are those that have shown conclusive evidence of faulting during the Holocene
Epoch (the most recent 11,000 years). The Division of Mines and Geology used the term "potentially active"
on Earthquake Fault Zone maps until 1988 to refer to all Quatemary-age (last 1.6 million years) faults for the
purpose of evaluation for possible zonation in accordance with the Alquist-Priolo Earthquake Fault Zoning
Act and identified all Quatemary-age faults as "potentially active" except for certain faults that were
presumed to be inactive based on direct geologic evidence of inactivity during all of Holocene time or longer.
Some faults considered to be "potentially active" would be considered to be "active" but lack specific criteria
used by the State Geologist, such as sufficiently active and mil-defined. Faults older than Quatemary-age are not
specifically defined in Special Publication 42, Fault Rupture Hazard Zones in Califomia, published by the
CaUfomia Division of Mines and Geology. However, it is generally accepted that faults showing no
movement during the Quaternary period may be considered to be "inactive".
The nearest active fault zone is the Newport-Inglewood Fault Zone located approximately IV2 kilometers to
the west of the site. Other active fault zones in the region that could possibly affect the site include the Rose
Canyon Fault Zone to the southwest, the Palos Verde and Coronado Bank Fault Zones to the northwest; the
Elsinore, San Jacinto, and San Andreas Fault Zones to the northeast; and the Earthquake Valley Fault to the
east.
GEOLOGIC HAZARDS
SEISMIC DESIGN FACTORS: A likely geologic hazard to affect the site is ground shaking as a result of
movement along one of the major active fault zones mentioned above. The fault most likely to have a
significant effect on the site is the Newport-Inglewood Fault, located about IV2 kilometers to the west of the
site. The seismic design factors applicable to the subject site are provided below. The seismic design factors
were determined in accordance with the 2007 Califomia Building Code. The site coefficients and adjusted
maximum considered earthquake spectral response acceleration parameters are presented herein:
CWE 2100122.01 May 28, 2010 Page No. 5
Site Coordinates: Latitude
Longitude
33.169°
-117.347°
Site Class D
Site Coefficient Fa 1.0
Site Coefficient Fv 1.513
Spectral Response Acceleration at Short Periods Ss 1.293 g
Spectral Response Acceleration at 1 Second Period Si 0.487 g
SMS=FaSs 1.293 g
SMI=FVSI 0.737 g
SDS=2/3*SMS 0.862 g
SDI=2/3*SMI 0.491 g
Probable ground shaking levels at the site could range from slight to moderate, depending on such factors as
the magnitude of the seismic event and the distance to the epicenter. It is likely that the site wiQ experience
the effects of at least one moderate to large earthquake during the life of the proposed improvements.
LANDSLIDE POTENTIAL AND SLOPE STABILITY: As part of diis investigation we reviewed the
publication, "Landslide Hazards in the Northern Part of the San Diego Metropolitan Area" by Tan, 1995.
This reference is a comprehensive study that classifies San Diego County into areas of relative landslide
susceptibility. According to this publication, the majority of the site is located in Relative Landslide
Susceptibility vVrea 3-1, which is classified as "generally susceptible" to landsliding. Based on the lack of
significant slopes within the site vicinity, it is our opinion that the site potential for landsliding is negligible.
LIQUEFACTION: The near-surface soils encountered at the site possess a low risk potential for
liquefaction due to such factors as soil density, grain-size distribution and the absence of a regional shallow
groundwater condition.
FLOODING: The site is located outside of the boundaries of both the 100-year and 500-year flood zones.
TSUNAMIS: Tsunamis are great sea waves produced by submarine earthquakes or volcanic emptions. The site
is not subject to risk firom tsunamis.
SEICHES: Seiches are periodic oscillations in large bodies of water such as lakes, harbors, bays or reservoirs.
The site will not be affected by seiches.
CWE 2100122.01 May 28, 2010 Page No. 6
CONCLUSIONS
It is our professional opinion and judgment that no geotechnical conditions exist on or in the general vicinity
of the subject property that would preclude the constmction of the proposed residential project, provided the
recommendations presented herein are followed.
The main geotechnical condition affecting the subject project is the presence of a relatively thin layer of
potentially compressible fill and topsoil. Where encountered, these materials were nbted to extend to a
maximum depth of about IV2 feet below existing grade. These deposits are considered unsuitable, in their
present condition, for the support of settiement-sensitive improvements. In order to mitigate this condition,
it is recommended that these materials be removed and replaced as compacted fill.
The site is located in an area that is relatively free of geologic hazards that wiU have a significant effect on the
proposed constmction. The most likely geologic hazard that could affect the site is ground shaking due to
seismic activity along one of the regional active faults. However, constmction in accordance with the
requirements of the most recent edition of the Califomia Building Code and the local governmental agencies
should provide a level of life-safety suitable for the type of development proposed.
RECOMMENDATIONS
GRADING AND EARTHWORK
GENERAL: All grading should conform to the guidelines presented in Appendix} of the Califomia
Building Code, the minimum requirements of the City of Carlsbad, and the Recommended Grading
Specifications and Special Provisions attached hereto as Appendix B, except where specificaEy superseded in
the text of this report.
PREGRADE MEETING: It is recommended that a pre-grade meeting, including the grading contractor
and a representative from Christian Wheeler Engineering be held, to discuss the recommendations of this
report and address any issues that may affect grading operations.
OBSERVATION OF GRADING: Continuous observation by the Geotechnical Consultant is essential
during the grading operation to confirm conditions anticipated by our investigation, to allow adjustments in
design criteria to reflect actual field conditions exposed, and to determine that the grading proceeds in general
accordance with the recommendations contained herein.
CWE 2100122.01 May 28, 2010 Page No. 7
SITE PREPARATION: Site preparation should begin with the removal of any vegetation and deleterious
matter. Existing fill and topsoil materials underlying all areas to receive settiement-sensitive improvements
(including exterior flatwork) should be removed to expose competent formational deposits. Based on our
findings, the maximum estimated removal depth is about IV2 feet below existing grade. However, deeper
removals may be necessary in areas of the site not investigated. Actual removal depths will be determined by
our project geologist, engineer or technician supervisor during site preparation. The bottoms of all
excavations should be approved by our representative prior to placing fills or constmcting improvements,
and all areas to receive fill should be processed as described below in the "Processing of Fill Material" section
of this report.
REMOVAL LIMITS: Removal of unsuitable soils should extend at least five feet beyond the perimeter of
the proposed settiement-sensitive improvements, including exterior flatwork, or property lines, whichever is
less.
IMPORTED FILL: Imported fill may be necessary for the subject project. Imported fill should consist of
nondetrimentally expansive (Expansion Index less than 50) sands, silty sands and silty sands with clay.
Imported soils should be approved by this office prior to delivery to the site. A minimum 72-hour advance
notice is required to allow for laboratory testing required for proper evaluation.
EXCAVATION CHARACTERISTICS: It is anticipated that proposed excavations will be achieved
utilizing conventional grading equipment in good working order.
PROCESSING OF FILL AREAS: Prior to placing any new fill soils or constmcting any new
improvements in areas that have been cleaned out and approved to receive fill, the exposed soils should be
scarified to a depth of 12 inches, moisture-conditioned, and compacted to at least 90 percent relative
compaction.
COMPACTION AND METHOD OF FILLING: All fill soils placed at die site should be compacted to a
relative compaction of at least 90 percent of maximum dry density as determined by ASTM Laboratory Test
D1557. Fills should be placed at or slightiy above optimum moisture content, in lifts six to eight inches thick,
with each lift compacted by mechanical means. Fills should consist of approved earth material, free of trash or
debris, roots, vegetation, or other materials determined to be unsuitable by our soil technicians or project
geologist. Fill material should be free of rocks or lumps of soil in excess of six inches in maximum dimension.
However, in the upper two feet of pad grade, no rocks or lumps of soil in excess of three inches should be
allowed.
CWE 2100122.01 May 28, 2010 Page No. 8
SURFACE DRAINAGE: The drainage around the proposed improvements should be designed to collect
and direct siarface water away from proposed improvements toward appropriate drainage facilities. Rain
gutters with downspouts that discharge mnoff away from the stmcture and the top of slopes into controlled
drainage devices are recommended.
The ground around the proposed improvements should be graded so that surface water flows rapidly away
from the improvements without ponding. In general, we recommend that the ground adjacent to stmctures
be sloped away at a minimum gradient of two percent. Densely vegetated areas where runoff can be impaired
should have a minimum gradient of five percent for the first five feet from the stmcture.
FOUNDATIONS
GENERAL: Based on our findings, it is our opinion that the proposed improvements may be supported on
conventional shallow footings. The following recommendations are considered the minimum based on soil
conditions and are not intended to be lieu of stmctural considerations. All foundations should be designed by a
qualified stmctural engineer.
DIMENSIONS: Conventional footings supporting the main stmcture should have a minimum embedment
depth of 18 inches below lowest adjacent finish grade. Continuous and isolated footings should have a
minimum width of 15 inches and 24 inches, respectively. Footings to support the proposed accessory
building, and miscellaneous exterior improvements may be 12 inches deep and 12 inches wide. However,
footings for retaining walls should have a minimum depth and width of 18 inches and 24 inches, respectively.
BEARING CAPACITY: Continuous footings with minimum dimensions equal to 12 inches in depth and
width may be designed for an allowable soil bearing pressure of 2,000 pounds per square foot. This value may
be increased by 600 pounds per square foot for each additional foot of embedment and 400 pounds per square
foot for each additional foot of width up to a maximum of 4,000 pounds per square foot. The bearing value
may also be increased by one-third for combinations of temporary loads such as those due to wind or seistnic
loads.
FOUNDATION REINFORCEMENT: The project stmctural engineer should provide foundation
reinforcement recommendations. However, based on the anticipated soil conditions, we recommend that the
minimum reinforcing for continuous footings should consist of at least one No. 5 bars positioned near the
bottom of the footing and one No. 5 bars positioned near the top of the footing.
CWE 2100122.01 May 28, 2010 Page No. 9
LATERAL LOAD RESISTANCE: Lateral loads against foundations may be resisted by friction between the
bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient
of friction between concrete and soil may be considered to be 0.35. The passive resistance may be considered
to be equal to an equivalent fluid weight of 350 pounds per cubic foot. This pressure may be increased one-
third for seismic loading. This assumes the footings are poured tight against undisturbed soil. If a combination
of the passive pressure and friction is used, the friction value shoxild be reduced by one-third.
EXPANSIVE CHARACTERISTICS: The foundation soils were found to have a low expansive potential
(EI < 50). The foundation recommendations presented in this report reflect this condition.
SETTLEMENT CHARACTERISTICS: The anticipated total and differential foundation settiement is
expected to be less than about 1 inch and 1 inch over 40 feet respectively, provided the recommendations
presented in this report are followed. It should be recognized that minor cracks normally occur in concrete
slabs and foundations due to shrinkage during curing or redistribution of stresses, therefore some cracks
should be anticipated. Such cracks are not necessarily an indication of excessive vertical movements.
FOUNDATION PLAN REVIEW: The foundation plans should be submitted to tiiis office for review in
order to ascertain that the recommendations of this report have been implemented, and that no additional
recommendations are needed due to changes in the anticipated constmction.
FOUNDATION EXCAVATION OBSERVATION: All footing excavations should be observed by
Christian Wheeler Engineering prior to placing reinforcing steel to determine if the foundation
recommendations presented herein are followed and that the foundation soils are as anticipated in the
preparation of this report. All footing excavations should be excavated neat, level, and square. All loose or
unsuitable material should be removed prior to the placement of concrete.
SOLUBLE SULFATES
The water soluble sulfate content of a randomly selected soil sample from the site was determined in
accordance with Califomia Test Method 417. The results of this test indicate that the representative soil
sample had a soluble sulfate content of 0.075 percent. Soils with a soluble sulfate content of less than 0.1
percent are considered to be negligible and no special recommendations are considered necessary for this
condition. Nevertheless, Type II modified Portiand cement is recommended for concrete in contact with soil.
CWE 2100122.01 May 28, 2010 Page No. 10
ON-GRADE SLABS
INTERIOR FLOOR SLABS: When considered necessary due to loading conditions, the on-grade floor
slabs should be designed by a stmctural engineer. However, from a geotechnical perspective, we recommend
that the minimum floor slab thickness should be at least foxor inches (actual) and all floor slabs be reinforced
with at least No. 3 reinforcing bars placed at 18 inches on center each way. Slab reinforcement should be
supported on chairs such that the reinforcing bars are positioned at mid-height in the floor slab. The slab
reinforcement should extend into the perimeter grade beams or foundations at least six inches.
UNDER-SLAB VAPOR RETARDERS: Steps should be taken to minimize tiie transmission of moisture
vapor firom the subsoil through the interior slabs where it can potentially damage the interior floor coverings.
Local industry standards typically include the placement of a vapor retarder, such as plastic, in a layer of
coarse sand placed directiy beneath the concrete slab. In this case, two inches of sand and two inches of sand
are considered appropriate above and below the plastic, respectively. The vapor retarder should be at least 15-
mil plastic with sealed seams and should extend at least 12 inches down the sides of the interior and perimeter
footings. The sand shovild have a sand equivalent of at least 30, and contain less than 20% passing the
Number 100 sieve and less than 10% passing the Number 200 sieve.
Although the system described above has historically performed adequately, national standards for the
installation of vapor retarders below interior slabs are changing as evidenced in currentiy published standards
including ACI 302, "Guide to Concrete Floor and Slab Constmction" and ASTM E1643, "Standard Practice
for Installation of Water Vapor Retarder Used in Contact with Earth or Granular Fill Under Concrete Slabs".
Rather than placing the vapor retarder between the two sand layers, both of these standards recommend
placing the sand capillary break layer onto the subgrade with a vapor retarder placed above the sand and the
concrete placed directiy onto the vapor retarder. There are advantages and disadvantages to each of these
installation procedures.
An advantage to placing concrete directiy onto a vapor retarder is that it eliminates the layer of sand between
the slab and vapor retarder. This layer of sand typically contains moisture prior to the placement of concrete
and can receive more moisture during the curing and constmction processes. This moisture can be retained
in the sand layer for an extended period of time until the concrete moisture decreases to the point at which
the excess sand moisture is absorbed by the concrete and transmitted up through the slab. This process can
take many months depending upon the environmental conditions.
CWE 2100122.01 May 28, 2010 Page No. 11
One disadvantage to placing concrete directiy onto a vapor retarder is that removing the sand layer from
directiy beneath the concrete restricts the ability of the concrete to lose moisture on both the top and bottom
surfaces during the initial curing period. Variations in the drying rate between the top and bottom surfaces
can result in increased concrete cracking, curling, and other finishing issues. The drying rate differences and
their potential side effects can be minimized, however, with suitable finishing and curing procedures.
Recognizing the stated benefits and limitations of these standard below-slab vapor retarder systems, the
owner and designer should select the system that they believe is most suitable for this project considering the
constmction schedule and planned floor coverings. It should be understood that neither of the described
systems provides a "waterproof barrier". It should also be understood that slab concrete contains free water
and should be allowed to reach equilibrium in an environment similar to that anticipated in the completed
stmcture prior to installing floor coverings. We recommend that the flooring installer perform standard
moisture vapor emission tests prior to the installation of all moisture-sensitive floor coverings in accordance
with ASTM F1869 "Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete
Subfloor Using Anhydrous Calcium Chloride".
EXTERIOR CONCRETE FLATWORK: Exterior concrete slabs on grade should have a minimum
thickness of four inches and should be reinforced with at least No. 3 bars placed at 18 inches on center each
way (ocew). Driveway slabs should have a minimum thickness of 5 inches and be reinforced with at least No.
4 bars placed at 18 inches ocew. Driveway slabs should be provided with a 12-inch-deep thickened edge.
All slabs should be provided with weakened plane joints in accordance with the American Concrete Institute
(ACI) guidelines. Altemative pattems consistent with ACI guidelines can also be used.
A concrete mix with a 1-inch maximum a^regate size and a water/cement ratio of less than 0.6 is
recommended for exterior slabs. Lower water content will decrease the potential for shrinkage cracks.
Consideration should be given to using a concrete mix for the driveway that has a minimum compressive
strength of 3,000 pounds per square inch. This suggestion is meant to address early driveway use prior to fiill
concrete curing. Both coarse and fine aggregate should conform to the latest edition of the "Standard
Specifications for Public Works Constmction" ('Greenbook").
Special attention should be paid to the method of concrete curing to reduce the potential for excessive
shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in
concrete slabs due to shrinkage. Some shrinkage cracks should be expected and are not necessarily and
indication of excessive movement or stmctural distress.
CWE 2100122.01 May 28, 2010 Page No. 12
EARTH RETAINING STRUCTURES
FOUNDATIONS: Foundations for proposed retaining walls should be constmcted in accordance with the
recommendations for shallow foundations presented previously in this report.
PASSIVE PRESSURE: The passive pressure for the design of sliding resistance for the proposed retaining
wall footings may be considered to be 350 pounds per square foot per foot of depth. This pressure may be
increased one-third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be
0.35 for the resistance to lateral movement. When combining factional and passive resistance, the friction
should be reduced by one-third.
ACTIVE PRESSURE: The lateral soil pressure for the design of unrestrained earth retaining stmctures with
level backfill may be assumed to be equivalent to the pressure of a fluid weighing 38 pounds per cubic foot.
This pressure does not consider any other surcharge. If any are anticipated, this office should be contacted
for the necessary increase in soil pressure. These values are based on a drained, non-detrimentally expansive
(EK50), granular backfill condition.
Proposed retaining walls associated with this project will be less than four feet in height. Therefore, it is our
opinion that seismic lateral earth pressures may not be considered for the design of said retaining walls.
WATERPROOFING AND SUBDRAIN: Waterproofing details should be provided by die project
architect. A suggested wall subdrain detail is provided on Plate No. 7. We recommend that the Geotechnical
Consultant observe all retaining wall subdrains to verify placement.
BACKFILL: All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or
clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has
reached an adequate strength.
LIMITATIONS
REVIEW, OBSERVATION AND TESTING
The recommendations presented in this report are contingent upon our review of final plans and
specifications. Such plans and specifications should be made available to the geotechnical engineer and
CWE 2100122.01 May 28, 2010 Page No. 13
engineering geologist so that they may review and verify their compliance with this report and with the
Califomia Building Code.
It is recommended that Christian Wheeler Engineering be retained to provide continuous soil engineering
services during the earthwork operations. This is to verify compliance with the design concepts,
specifications or recommendations and to allow design changes in the event that subsurface conditions differ
from those anticipated prior to start of constmction.
UNIFORMITY OF CONDITIONS
The recommendations and opinions expressed in this report reflect our best estimate of the project
requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface
exploration locations and on the assumption that the soil conditions do not deviate appreciably from those
encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may
be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the
intermediate and unexplored areas. Any unusual conditions not covered in this report that may be
encountered during site development should be brought to the attention of the geotechnical engineer so that
he may make modifications if necessary.
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or proposed site grading so that we may
determine if the recommendations contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
TIME LIMITATIONS
The findings of this report are valid as of this date. Changes in the condition of a property can, however,
occur with the passage of time, whether they be due to natural processes or the work of man on this or
adjacent properties. In addition, changes in the Standards-of-Practice and/or Govemment Codes may occur.
Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our
control. Therefore, this report should not be relied upon after a period of two years without a review by us
verifying the suitability of the conclusions and recommendations.
CWE 2100122.01 May 28, 2010 Page No. 14
PROFESSIONAL STANDARD
In the performance of our professional services, we comply with that level of care and skill ordinarily
exercised by members of our profession currentiy practicing under similar conditions and in the same locality.
The client recognizes that subsurface conditions may vary from those encountered at the locations where our
borings, surveys, and explorations are made, and that our data, interpretations, and recommendations be
based solely on the information obtained by us. We will be responsible for those data, interpretations, and
recommendations, but shall not be responsible for the interpretations by others of the information
developed. Our services consist of professional consultation and observation only, and no warranty of any
kind whatsoever, express or implied, is made or intended in connection with the work performed or to be
performed by us, or by our proposal for consulting or other services, or by our fiimishing of oral or written
reports or findings.
CLIENT'S RESPONSIBILITY
It is the responsibility of the client, or his representatives, to ensure that the information and
recommendations contained herein are brought to the attention of the stmctural engineer and architect for
the project and incorporated into the project's plans and specifications. It is further their responsibility to
take the necessary measures to insure that the contractor and his subcontractors carry out such
recommendations during constmction.
FIELD EXPLORATIONS
Four subsurface explorations were made on May 5, 2010 at the locations indicated on the attached Plate
Number 1. These explorations consisted of hand-dug test pits. The fieldwork was conducted under the
observation of our engineering geology personnel.
The explorations were carefiilly lo^ed when made. The logs are presented on the following Plate Numbers
2 through 5. The soils are described in accordance with the Unified Soils Classification System. In addition,
a verbal textural description, the wet color, the apparent moisture and the density or consistency are provided.
The density of granular soils is given as very loose, loose, medium dense, dense or very dense. The
consistency of silts or clays is given as either very soft, soft, medium stiff, stiff, very stiff, or hard.
Relatively undisturbed chunk samples and bulk samples of the encountered earth materials were collected and
transported to our laboratory for testing.
CWE 2100122.01 May 28, 2010 Page No. 15
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted American Society for Testing and
Materials (ASTM) test methods or suggested procedures. A brief description of the tests performed is
presented below:
a) CLASSIFICATION: Field classifications were verified in the laboratory by visual examination. The
final soil classifications are in accordance with the Unified Soil Classification System.
b) MOISTURE-DENSITY: In-place moisture contents and dry densities of selected soil samples were
detemiined in accordance with ASTM D 1188. The test results are summarized in the pit logs.
c) MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT TEST: The maximum
dry density and optimum moisture content of a selected soil sample were determined in accordance with
ASTM D 1557, Method A. The results of this test are presented on Plate Number 6.
d) DIRECT SHEAR TEST: A direct shear test was performed on a selected sample of the
on-site soils in accordance with ASTM D 3080. The results of this test are presented on Plate
Number 6.
f) SOLUBLE SULFATES: The soluble sulfate content of a selected soil sample was determined in
accordance with Califomia Test Method 417. The test results are presented on Plate Number 6.
w CHRISTIAN WHEELER
ENGINEERING
REPORT OF GEOTECHNICAL INVESTIGATION
PROPOSED BUENA VISTA WAY RESIDENCE
1099 BUENA VISTA WAY
CARLSBAD. CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of a geotechnical investigation performed for a proposed single- family
residence to be located at 1099 Buena Vista Way, in the city of Carlsbad, Califomia. The following Figure
Number 1 presents a site vicinity map showing the location of the property.
We understand that the proposed project will consist of the constmction of a single-family residential
stmcture, and an attached accessory dwelling unit. The residence will be a two-story, wood-frame stmcture
with an on-grade concrete floor slab; the accessory building will be a single-story stmcture with an on-grade
concrete floor slab. We expect that both stmctures will be supported by conventional shallow foundations.
A retaining wall, less than four feet in height, is proposed along the eastem property line. Grading is expected
to consist of cuts and fills of less than about three to five feet from existing grades.
To assist in the preparation of this report, we were provided with a civil design plan of unknown origin, dated
April 27, 2010. A copy of said plan was used as the base for our Site Plan and Geotechnical Map, which is
included herewith as Plate Number 1.
This report has been prepared for the exclusive use of Richard Smenud and his design consultants for specific
application to the project described herein. Should the project be changed in any way, the modified plans
should be submitted to Christian Wheeler Engineering for review to determine their conformance with our
recommendations and to determine whether any additional subsurface investigation, laboratory testing
and/or recommendations are warranted. Our professional services have been performed, our findings
obtained, and our recommendations prepared in accordance with generally accepted engineering principles
and practices. This warranty is in lieu of all other warranties, express or implied.
3980 Home Avenue San Diego, CA 92105 > 619-550-1700 -f FAX 619-550-1701
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LOG OF TEST PIT P-1
Date Excavated: 5/5/10
Logged by: Oh'
[existing [''levation: 71 feet
Proposed lilcvation: 74 feet
Equipment: I land Tools
Bucket Size: N/A
Drive Weight: N/A
Depth to Water: N/A
Sample Type and Laboratory Test Legend
Cal Modified Califomia Sampler
SP'I Standard Penetration Test
S r Shelby Tube
(X ('hunk Sample
DR Density Ring
MD
S04
SA
IIA
S1-;
PI
Ma.Kimum Density
Soluble Sulfates
Sieve Analysis
i lydrometer
Sand Equivalent
I'lasticity Index
DS
Con
F.I
R-Val
Chi
Res
Direct Shear
("onsolidation
I^xpansion Index
Resistance Value
Soluble Chlondes
:>H & Resistivity
X
Q
Z
g
o
CQ SUMMARY OF SUBSURFACE CONDITIONS
(based on Unified Soil Classification System)
2 O z o o
pq tn
71
-70
SM Artificial FiU/Topsoil (Oaf): Grayish-brown, damp,
loose, SILTY SAND, fine to medium-grained, porous, with rootlets.
SM
•69
-68
Old Paralic Deposits ^Oop^: Orangish-brown, moist,
medium dense, SILTY SAND, fine to medium-grained, slighdy
weathered to 3 feet.
At 3 feet becomes dense.
CK 4.9 1048
•67
•66
CK 6.6 UI3.';
Test Pit terminated at 5 feet.
No water or seepage encountered.
Symbol Legend
I (iroundwatcr
^ Apparent Seepage
* No Sample Recovery
"* NonrcprcscntaCivc Blow
(^ount (rocks present)
m
CHRISTIAN WHEELER
E N c. 1 N I-: i: R I N c;
PROPOSED BUENA VISTA WAY RESIDENCE
1099 Buena Vista Way, Carlsbad, California
Symbol Legend
I (iroundwatcr
^ Apparent Seepage
* No Sample Recovery
"* NonrcprcscntaCivc Blow
(^ount (rocks present)
m
CHRISTIAN WHEELER
E N c. 1 N I-: i: R I N c; BY: DJF DATE: May 2010
Symbol Legend
I (iroundwatcr
^ Apparent Seepage
* No Sample Recovery
"* NonrcprcscntaCivc Blow
(^ount (rocks present)
m
CHRISTIAN WHEELER
E N c. 1 N I-: i: R I N c;
JOB NO.: 2100122 I'LATL; NO.: 2
LOG OF TEST PIT P-2
Date I'xcavated: 5/5/10
1 .ogged by: DF
I''xisting I Elevation: 73.5 feet
Proposed lUevation: 74 feet
Equipment: Hand Tools
Bucket Size: N/A
Drive Weight N/A
Depth to Water: N/A
Sample Type and Laboratory Test Legend
Cal Modified Califomia Sampler
SP'I'Standard Penetration Test
.S T Shelby Tube
CK Chunk Sample
DR Density Ring
MD
S()4
SA
IIA
S1-;
PI
Maximum Density
Soluble Sulfates
Sieve Analysis
Hydrometer
Sand Equivalent
Plasticity Index
DS
C^on
i:i
R-Val
Chi
Res
Direct Shear
Consolidation
1-Apansion Index
Resistance Value
Soluble (Chlorides
pi I & Resistivity
z o
i-l o
CQ
tn tn U tn P
SUMMARY OF SUBSURFACE CONDITIONS
(based on Unified Soil Classification System)
z o
h
5 ° is
z o
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o
QQ tn
73.5
-72.5
SM Artificial Fill/Topsoil (Oaf): Cirayish-brown, damp,
loose, SlLl'Y SAND, tine to medium-grained, porous, with rootlets.
SM
71.5
Old Paralic Deposits (Oop): Orangish-brown, moist,
medium dense to dense, SILTY SAND, fine to medium-grained,
mottled, slighdy weathered to 2 feet.
CK 7.4 121.4
70.5
Test Pit terminated at 3.5 feet.
No water or seepage encountered.
•69.5
•68.5
67.5
66.5
Symbol Legend
I (iroundwater
^ Apparent Seepage
* No Sample Recovery
** Nonrepresentative Ulow
(^ount (rocks present)
w
CHRISTIAN WHEELER
r. N c, i N i: i; R 1 N (i
PROPOSED BUENA VISTA WAY RESIDENCE
1099 Buena Vista Way, Carlsbad, California
Symbol Legend
I (iroundwater
^ Apparent Seepage
* No Sample Recovery
** Nonrepresentative Ulow
(^ount (rocks present)
w
CHRISTIAN WHEELER
r. N c, i N i: i; R 1 N (i BY: DJF DA TE: May 2010
Symbol Legend
I (iroundwater
^ Apparent Seepage
* No Sample Recovery
** Nonrepresentative Ulow
(^ount (rocks present)
w
CHRISTIAN WHEELER
r. N c, i N i: i; R 1 N (i
JOB NO.: 2100122 PLATI'NO.: 3
LOG OF TEST PIT P-3
Date I'.xcavated: 5/5/10
Logged by: DF'
F'.xisting l^levation: 73 feet
Proposed Elevation: 74 feet
Equipment: Hand Tools
Bucket Sii!e: N/A
Drive Weight; N/A
Depth to Water: N/A
Sample Type and Laboratory Test Legend
f]al Modified (California Samplei
SPl'Standard Penetration Test
ST Shelby Tube
CK ("hunk Sample
DR Density Ring
MD
S04
SA
HA
SE
PI
Maximum Density-
Soluble Sulfates
Sieve Analysis
I lydrometer
Sand Equivalent
Plasticitv Index
DS
(A)n
i;i
R-Val
Chi
Res
Direct Shear
Consolidation
l^xpansion Index
Resistance Value
Soluble (Chlorides
pi I & Resistivity
z o
5.^
I-l o m
tn
SUMMARY OF SUBSURFACE CONDITIONS
(based on Unified Soil Classification System)
z o
z
H is
z
Z
o
it
o
3S
73
-72
SM Artificial Fill/Topsoil (Oaf): Grayish-brown, damp,
loose, Sll.'TY SAND, fine to medium-grained, porous, with rootlets.
SM Old Paralic Deposits (Oop): Orangish-brown, moist,
medium dense, SIl.lY' SAND, fine to medium-grained,
moderately weathered to 2 feet.
CK 4.0 11.3.8
Test Pit terminated at 3 feet.
No water or seepage encountered.
•69
•68
Svmbol Legend
I (iroundwatcr
^ ;\pparcnt Seepage
" No Sample Recovery
** Nonrepresentative Blow
(]ount (rocks present)
W
CHRISTIAN WHEELER
1. N (. 1 N i; i; R 1 N c;
PROPOSED BUENA VISTA WAY RESIDENCE
1099 Buena Vista Way, Carlsbad, California
Svmbol Legend
I (iroundwatcr
^ ;\pparcnt Seepage
" No Sample Recovery
** Nonrepresentative Blow
(]ount (rocks present)
W
CHRISTIAN WHEELER
1. N (. 1 N i; i; R 1 N c; BY: DJF' DATE: May 2010
Svmbol Legend
I (iroundwatcr
^ ;\pparcnt Seepage
" No Sample Recovery
** Nonrepresentative Blow
(]ount (rocks present)
W
CHRISTIAN WHEELER
1. N (. 1 N i; i; R 1 N c;
JOB NO,: 2100122 PLA'TF; NO.: 4
LOG OF TEST PIT P-4
Date ICxcavated: 5/5/10
Logged by: DF'
Flxisting lUevation: 74 feet
Proposed F.levation: 74 feet
liquipment: I land Tools
Bucket Size: N/A
Drive Weight: N/A
Depth to Water: N/A
Sample Type and Laboratory Test Legend
(^al Modified (Jalifomia Sampler
SPTStandard Penetration Test
.S T Shelby lube
CK Chunk Sample
DR Density Ring
MD
S04 SA
HA
SE
PI
Ma.ximum Density
Soluble Sulfates
Sieve Analysis
Hydrometer
Sand F.quivalent
Plasticitv Index
DS
C^on
IT
R-Val
Chi
Res
Direct Shear
(Consolidation
F.xpansion Index
Resistance Value
Soluble (Chlondes
pH & Resistivity
m
Q
z o s
u
X
o n
tn
SUMMARY OF SUBSURFACE CONDITIONS
(based on Unified Soil Classification System)
z o
P
OH
H
6 W
S u
z o
P 5^
o
3 tn
74
•73
SM Artificial Fill/Topsoil (Oaf>: (Grayish-brown, damp,
loose, SIL'TY S.'\ND, fine to medium-grained, porous, with rootlets.
MD
DS
S04
SM Old Paralic Deposits (Oop): (Jrangish-brown, moist,
medium dense to dense, Sll.'lY SAND, fine to medium-grained.
•70
CK 5.3 11.3,1
'Test Pit terminated at 4 feet.
No water or seepage encountered.
•69
Symbol Legend
I (iroundwater
^ Apparent Seepage
* No Sample Recovery
** Nonrepresentative Blow
(]ount (rocks present)
m
CHRISTIAN WHEELER
T, N C 1 N 1. F. R 1 N G
PROPOSED BUENA VISTA WAY RESIDENCE
1099 Buena Vista Way, Carlsbad, CaUfornia
Symbol Legend
I (iroundwater
^ Apparent Seepage
* No Sample Recovery
** Nonrepresentative Blow
(]ount (rocks present)
m
CHRISTIAN WHEELER
T, N C 1 N 1. F. R 1 N G BY: DJF DA'TF: May 2010
Symbol Legend
I (iroundwater
^ Apparent Seepage
* No Sample Recovery
** Nonrepresentative Blow
(]ount (rocks present)
m
CHRISTIAN WHEELER
T, N C 1 N 1. F. R 1 N G
JOB NO,: 2100122 PLA'TF:NO,: 5
LABORATORY TEST RESULTS
PROPOSED BUENA VISTA WAY RESIDENCE
1099 BUENA VISTA WAY
OCENASIDE. CALIFORNIA
MAXIMUM DRY DENSITY AND OPTIMUM MOISTURE CONTENT (ASTM D1557)
Sample Location Test Pit P-4 @ O-V/2'
Sample Desciiption Gray Brown Silty Sand (S]VI)
Maximum Density 126.2 pcf
Optimum Moisture 8.2 %
DIRECT SHEAR (ASTM D3080)
Sample Location Test Pit P-4 @ O-V/2'
Sample Type Remolded to 90 %
Friction Angle 31°
Cohesion 100 psf
SOLUBLE SULFATES (CALIFORNIA TEST 417)
Sample Location Test Pit P-4 @ O-lVz'
Soluble Sulfate 0.075 % (SO4)
CWE 2100122.01 May 28, 2010 Plate No. 6
3/4" CRUSHFD
ROCX BACKFlIi
FILTER FAHRK; BE'fWEliN
ROCK AND SOIL
(MIRAFI 14<)N OR FQUIV/U.EN'l')
4-INClI MIN. I'l'RT'ORA'I'liD PIPI'
(I'VC SDR .35 OK SaiEDULI' 411)
NOTES
DRAINAGE, SWALE (BYOTHERS)
12" MIN,
WATILRPROOI'ING (BY OTHERS)
i'op OF C;ROUND
OR CONCRE'TF; SLAB
12" MIN
1- 4
1, COMPOSITT; DRAINAGE MATS, SUCI 1 AS MIRADRAIN, ARF: CONSIDERI'D A SUITABLE ALTEiyvIATrVE
AND SI lOULD BP; INSTALLliD IN ACCOROANCF: WITI I MANUT'ACTURI'R'S SPECIFICA'I'KJNS,
2. RETAINING WALL SUBDRvMN OUTLFXS SHOULD BE COORDINA'TI'D BY 'THE I'ROJIICT CIVIL ENG1NEF;R.
SUBTERRANliAN RI'TAINING WAIJ.S MAY RI'{)UIRE A SUMP AND PUMP SY.STEM,
NOSCAI.F:
CHRISTIAN WHEELER.
tNGINEI.R ING
BUENA VISTA WAY RESIDENCE
IO99BUT;NA VISTA W.\Y
CARSLBAD, CAL .IF'ORNIA
BY: sec DA TP:: MAY 28, 2010
RETAINING WALL SUBDRAIN
DETAIL
Rl'POR'T NO,: 2100122,01 PLAIT' NO,:
CWE 2100122.01 May 28, 2010 Appendix A, Page A-1
REFERENCES
Tan, S.S., 1995, Landslide Hazards in the Northern Part of the San Diego Metropolitan Area, San
Diego County, Califomia, California Division of Mines and Geology Open-File Report 95-03.
Unites States Geologic Survey, Seismic Design Values for Buildings, Java Ground Motion Calculator
Version 5.0.9a.
CWE 2100122.01 May 28, 2010 Appendix B, Page B-1
RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
PROPOSED BUENA VISTA WAY RESIDENCE
1099 BUENA VISTA WAY
OCEANSIDE. CALIFORNIA
GENERAL INTENT
The intent of these specifications is to establish procedures for clearing, compacting natural ground,
preparing areas to be fiUed, and placing and compacting fill soils to the Unes and grades shown on the
accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or
the attached Special Provisions are a part of the Recommended Grading Specifications and shall supersede
the provisions contained hereinafter in the case of conflict. These specifications shall only be used in
conjunction with the geotechnical report for which they are a part. No deviation from these specifications
will be allowed, except where specified in the geotechnical report or in other written communication signed
by the Geotechnical Engineer.
OBSERVATION AND TESTING
Christian Wheeler Engineering shall be retained as the Geotechnical Engineer to observe and test the
earthwork in accordance with these specifications. It will be necessary' that the Geotechnical Engineer or his
representative provide adequate observation so that he may provide his opinion as to whether or not the
work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical
Engineer and to keep him apprised of work schedules, changes and new information and data so that he may
provide these opinions. In the event that any unusual conditions not covered by the special provisions or
preliminary geotechnical report are encountered during the grading operations, the Geotechnical Engineer
shall be contacted for further recommendations.
If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as
questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.,
construction should be stopped until the conditions are remedied or corrected or he shall recommend
rejection of this work.
Tests used to determine the degree of compaction should be performed in accordance with the following
American Society for Testing and Materials test methods:
CWE 2100122.01 May 28, 2010 Appendix B, Page B-2
Maximum Density & Optimum Moismre Content - ASTM D-1557
Density of SoH In-Place - ASTM D-1556 or ASTM D-6938
All densities shall be expressed m terms of Relative Compaction as determined by the foregoing ASTM
testing procedures.
PREPARATION OF AREAS TO RECEIVE FILL
AU vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of
All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris.
After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches,
brought to the proper moisture content, compacted and tested for the specified minimum degree of
compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is
defined as natural soil which possesses an in-situ density of at least 90 percent of its maximum dry density.
When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit),
the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soil.
The lower bench shall be at least 10 feet wide or 1-1/2 times the equipment width, whichever is greater, and
shall be sloped back into the hillside at a gradient of not less than two (2) percent. All other benches should
be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as
specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when
considered necessary by the Geotechnical Engineer.
Any abandoned buried structures encountered during grading operations must be totally removed. All
underground utilities to be abandoned beneath any proposed structure should be removed from within 10
feet of the structure and properly capped off The resulting depressions from the above described procedure
should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer.
This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water
lines. Any buried structures or utilities not to be abandoned should be brought to the attention of the
Geotechnical Engineer so that he may determine if any special recommendation wtU be necessary.
AU water wells which will be abandoned should be backfilled and capped in accordance to the requirements
set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3
CWE 2100122.01 May 28, 2010 Appendix B, Page B-3
feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the
well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer.
FILL MATERIAL
Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of
vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill
the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered
in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low
strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only
with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the
Geotechnical Engineer before being brought to the site.
PLACING AND COMPACTION OF FILL
Approved fill material shall be placed in areas prepared to receive fiU in layers not to exceed 6 inches in
compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the
compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be
uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to
economically compact the layer. Compaction equipment should either be specifically designed for soil
compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either
the Special Provisions or the recommendations contained in the preliminary geotechnical investigation
report.
When the stmctural fiU material includes rocks, no rocks wiU be allowed to nest and all voids must be
carefully filled with soil such that the minimum degree of compaction recommended in the Special
Provisions is achieved. The maximum size and spacing of rock permitted in stmctural fills and in non-
stmctural fiUs is discussed in the geotechnical report, when applicable.
Field observation and compaction tests to estimate the degree of compaction of the fiU wiU be taken by the
Geotechnical Engineer or his representative. The location and frequency of the tests shall be at the
Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than
the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical
Engineer and until the desired relative compaction has been obtained.
CWE 2100122.01 May 28, 2010 Appendk B, Page B-4
Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by
sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of
two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over-built and cut-
back to finish contours after the slope has been constmcted. Slope compaction operations shall result in all
fill material six or more inches inward from the finished face of the slope having a relative compaction of at
least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions
section of this specification. The compaction operation on the slopes shall be continued until the
Geotechnical Engineer is of the opinion that the slopes will be surficially stable.
Density tests in the slopes will be made by the Geotechnical Engineer during constmction of the slopes to
determine if the required compaction is being achieved. Where failing tests occur or other field problems
arise, the Contractor will be notified that day of such conditions by written communication from the
Geotechnical Engineer or his representative in the form of a daily field report.
If the method of achieving the required slope compaction selected by the Contractor fails to produce the
necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction
is obtained, at no cost to the Owner or Geotechnical Engineer.
CUT SLOPES
The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during
the grading operations at intervals determined at his discretion. If any conditions not anticipated in the
preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse
nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions
shall be analyzed by the Engineering Geologist and Geotechnical Engineer to determine if mitigating
measures are necessary.
Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than
that allowed by the ordinances of the controlling governmental agency.
ENGINEERING OBSERVATION
Field observation by the Geotechnical Engineer or his representative shall be made during the filling and
compaction operations so that he can express his opinion regarding the conformance of the grading with
acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or
CWE 2100122.01 May 28, 2010 Appendix B, Page B-5
the observation and testing shall release the Grading Contractor from his duty to compact all fiU material to
the specified degree of compaction.
SEASON LIMITS
Fill shall not be placed during unfavorable weather conditions. When work is intermpted by heavy rain,
filling operations shaU not be resumed until the proper moisture content and density of the fill materials can
be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before
acceptance of work.
RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS
RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural
ground, compacted fiU, and compacted backfUl shall be at least 90 percent. For street and parking lot
subgrade, the upper six inches should be compacted to at least 95 percent relative compaction.
EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of
50 or greater when tested in accordance with ASTM D 4829.
OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil
over 6 inches in diameter. Oversized materials should not be placed in fiU unless recommendations of
placement of such material is provided by the Geotechnical Engineer. At least 40 percent of the fill soils
shaU pass through a No. 4 U.S. Standard Sieve.
TRANSITION LOTS: Where transitions between cut and fill occur within the proposed buUding pad, the
cut portion should be undercut a minimum of one foot below the base of the proposed footings and
recompacted as stmctural backfiU. In certain cases that would be addressed in the geotechnical report,
special footing reinforcement or a combination of special footing reinforcement and undercutting may be
required.
^ CITY
CARLSBAD
O F
CERTIFICATION OF
SCHOOL FEES PAID
B-34
Development Services
Building Department
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City
prior to issuing a building pennit. The City will not issue any building permit without a completed school fee form.
Project Name:
Building Permit
Plan Check Number:
Project Address:
A.P.N.:
Project Applicant
(Owner Name):
Project Description:
Building Type:
Residential:
SMERUD RESIDENCE
PCI10008
1099/1097 BUENA VISTA WAY
155 251 02 00
RICHARD SMERUD
BUILD NEW SFD W / ATTACHED SDU
2 New Dwelling Unit(s)
3125 Square Feet of Living Area in New Dwelling
Second Dwelling Unit: 640 Square Feet of Living Area in SDU
Residential Additions: Net Square Feet New Area
Commercial/Industrial:
City Certification of
Net Square Feet New Area
Applicant Information: ^^-y'^y^^'f^^i^ V7t<^ Date: 04/21/2011
SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD
^ Carlsbad Unified School District
6225 El Camino Real
Carisbad CA 92009 (331-5000)
n Vista Unified School District
1234 Arcadia Drive
Vista CA 92083 (726-2170)
r~1 San Marcos Unified School District
255 Pio Pico Ave Ste 100
Sari Marcos, CA 92069 (290-2619)
Contact: Nancy Dolce (By Appt. Only)
Q Encinitas Union School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024 (944-4300 x1166)
|~| San Dieguito Union High School District-By Appointment Only
710 Encinitas Blvd.
Encinitas, CA 92024 (753-6491)
Certification of Applicant/Owners. The person executing this declaration ("OwneO certifies under penalty of perjury
that (1) the infbmnation provided above is conect and true to the best of the Owner's knowledge, and that the Owner
will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number
of dwelling units or square footage after the building permit is issued or if the initial detenninatk>n of units or square
footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or
that the person executing this declaration Is authorized to sign on behalf of the Owner.
Date: '^SL/MZIX-
Page 1 of 2 Rev. 03/09
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE
PROJECT HAVE BEEN OR WILL BE SATISFIED.
SCHOOL DISTRICT:
The undersigned, being duly authorized by the applicable School District, certifies that
the developer, builder, or owner has satisfied the obligation for school facilities. This is
to certify that the applicant listed on page 1 has paid all amounts or completed other
applicable school mitigation determined by the School District. The City may issue
building pennits for this project.
SIGNATURE OF AUTHORIZED SCHOOL
DISTRICT OFFICIAL
TITLE
NAME OF SCHOOL DISTRICT
DATE
PHONE NUMBER
CARLSBAD UNIREO SCHOOL DISTRICT
CARLSBAD^ CA 92009
B-34 Page 2 Of 2 Rev. 03/09
^AVIARAOAKSELEMENTARY CJO^mSBAD UNIRED SCHOOL DISTRICT •«C/FiC«MEt£ME/VMm' „
^AVIARAOAKS MIDDLE SCHOOL CJ CARLSBAD VIUAGE ACADEMY riPOINSEmA ELEMENTARY ReCBipt NO.
^BUENAVISTAEt^MEMTARY ^HOPEELB^BnART H^flE^ Q /I O Q Q
^CALAVERAHILlSELmEMTARY {Z]^EFFERSON ELB^ENTARY HvAU.EY MIDDLE SCHOOL 0 ^ CO O
[Z]CALAVERAHIU.S MIDDLE SCHOOL [^J KELLY B£MENTARY HoTHEfl
[ZiCARLSBAD HIGH SCHOOL •AMGWOLMaEMENMfJV
Applicable) PARENT OF (^ 1^*^ / 10'?7 ^Aa>^ V^, »-tzt tP«0^
PAYMENT FOR:
RECEIVED FROM
(If
ACCOUNT NUMBER AMOUNT
RECEIVED BY: CASH _CHECK#i^TOTAL SMJULI^
STRONGSIDE BUILDERS, INC
2835 PROGRESS PLACE
ESCONDIDO, CA 92029
16-49-6/1220
umonBank
Payable at iny Union mw'incltjding 400 fal^^Hb )Ftaji5«po;jCA ?41Q1 dnbanUjjofn
DOCUMtNT COM
02/25/2011 12:07 7607372125 SURECRAFT SUPPLY INC PAGE 03/03
«
^ i CI T Y OF
CARLSBAD
PLUMBING,
ELECTRICAL,
MECHANICAL
WORKSHEET
B-18
Develooment Services
Buildlne Department
1635 Faraday Awnu*
760-602-2719
www.carlsfaadca.eov
Project Addres*: j^^f vi^^ y^y PemiitNo« pc U OOoS
InfarmoBon proufclad below rafon tn werb bakig done on the obo\« mentioned permit on^.
Thh faiiw"iHii>nii>TMiiile^^ to the Buildina DcBortmeiit fcefere tfo pennit can bt Iss—cL
Building Dept rwt (7«0) 602^8558
Number of new or relocoted fixtures, traps, or floor drakw.,
New buildii19 Mwtt- Kn«7
now root drains?.
Instail/alter wottr lint?-
VM y No,
Numbn- of now water heaten?..
Number of new, relocated or replaced got outietj?.
Numbor of new hose t>l»?
Upgrade existing panel?
Number of new panels or subponek?.,
Single Phase
Three Phaia
From
Ves_
_Amp»to_
NoX-
Amp*
: Three Phase 480.
Remodel (relocate existing outtets/swHxhcs or odd outleb/twitdiet}?
.Number of new laniuerai lOO
... Number of new amperes
.Number of new amperes
Ves_
Number of new fumaoeit. A/C or heat pumps?.
New Or reloented duct worb?..
Number of new flreplaoei?.
Number of new exhoust fans?.
Relocate/Install wBnt?_.„_
Number of new axhauti hoods?
Number of new boilers or oompresfors?»
-.Ves ->( No,
-4^
Number of HP
Pflflel Of 1
02/25/2011 12:07 7607372125 SURECRAFT SUPPLY INC PAGE 02/03
^^^^C I T Y OF
CAI^LSBAD
PLUMBING,
ELECTRICAL,
MECHANICAL
WORKSHEET
B-18
Building Department
1635 Faraday Avenue
760.602-27I9
www.carlsbadca.20v
; Project Addrtss! jo^-^ ^^^^ Vfi^lft wl^V PormltNo.- WOOoh
Infafwirtlonpwwldedbetow refer; to woffc being done on the dbo^wwienttonedperm^
Thii iewj mest he completed eerf letefweJ to the ielMinq Peportiiwt fcefere tfie aeneit can he iiieed.
Budding Dept. Poxc (700) e02-8SS8
' Number of new or relocated fixtures, traps, or floor draim —„
': New building sewer Hne?.
: Number of new roof drains?.
; instalt/aMer water line?..
Ves y No.
i Number of new water heaters?
!Nurak)er of new, relocated or replaced gas outlets?.
i Number of new hose bbs?
f
i Upgrade existing ponet?
iNunrtber of new panels or subponds?
Single Phase n»...m...,...u.MM..»«.u~......._
iThree PhcBe»M»»«.......
«*»e*BiiJp««w*e«e«B •—»f <
.Number of new amperes
.Number of new amperes
:Three Plrase 480 '. Number of new omoeres
jRemodd (relocote existing outlets/switches or add outlets/switches}?
Ves No^
I Nun^jcr of new furnaces, A/C, or heat pumps?
i New or rdocated duct worfe?,
\ Numbor of new ffreplaces?
! Number of new exhaust fans?.
! Relocate/Install vent?
i Number of new exhaust Iwods?
I Number of new boilen or comprestors?„
.Ves_ No
..Number of HP 4-
B-18 Page 1 of 1 R«v. 03/09
— { r
11-15-2011
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Plan Check Revision Permit No:PCR11126
Builcling Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No:
Valuation:
Reference #:
PC #:
Project Title:
1099 BUENA VISTA WY CBAD
PCR
1552510200 Lot#: 0
$0.00 Construction Type: 5B
NEW TRUSS MANUFACTURER FOR
SFD&2DU
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
ISSUED
10/18/2011
JMA
11/15/2011
11/15/2011
Applicant:
MARTIN VOLK
Owner:
SMERUD FAMILY TRUST 03-27-97
858-997-5866
3667 CAMINO MARGLESA
ESCONDIDO CA 92025
Plan Check Revision Fee
Fire Expedited Plan Review
Additional Fees
$100.00
$0.00
$0.00
Total Fees: $100.00 Total Payments To Date: $100.00 Balance Due: $0.00
Inspector:
FINAL APPROVAL
Date: Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, resen/ations, or other exactions hereafter collectively
referred to as lees/exactions." You have 90 days from the date this permit was issued to protest Imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Govemment Code Section 66020(a), and file the protest and any other required infonnation with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which vou have previously been oiven a NOTICE similar to this, or as to which the statute of limitations has previouslv othenwise expired.
«$•>
CITY OF
CARLSBAD
PLAN CHECK REVISION
APPLICATION
B-15
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
Plan Check Revision No. fC^l - Original Plan Check No. f^C- M ""^
Project Address \o^'\ gt^^BKlA Vl^TA WAY Date
Contact H-^izTiU Ph ^c>^ yn-5yUg Fax'JiOj^L^Email WtqY^oU^ ^^U.UM
Contact Address 2t4t> ^(?^j^nx><.<, City €^UBHC?\17Q Zip jZJoZl
General Scope of Woric (^Kit;in;»C/-r <^ "Sf 1^^oasf& v.,| Se»a>N£) tWxiNt^ \)ti(T
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person.
1 Elements revised:
• Plans S Calculations • Soils • Energy • Other
2
Describe revisions in detail
3
List page(s) where
each revision is
shown
4
List revised sheets
that replace
existing sheets
5 Does this revision, in any way, alter the exterior of the project? • Yes
6 Does this revision add ANY new floor area(s)? Q Yes No
T Does this revision affect any fire related issues? • Yes ^ No
8 Is this a complete set? • Yes S No
>€S'Signature-
^ No
1635 Faraday Avenue, Carlsbad, CA 92008 Phone: 760-602-2717/2718/2719
www.carlsbadca.gov
Fax: 760-602-8558
EsGil Corporation
In AirtMr»% witt gwtnm«tfar9viUinf S^ty
DATE: 10/24/11 • APPLICANT
• JURIS.
JURISDICTION: CARLSBAD • PLAN REVIEWER
• FILE
PLAN CHECK NO.: PCRl 1-126 ( PCll-0008) SET: RBV 2, Set I
PROJECT ADDRESS: 1099 BUENA VISTA WAY
PROJECT NAME: SFR WITH AN ACCESSORY UNIT (Revised Trusses )
O The plans transmitted herewith have t)een corrected where necessary and substantially comply
with the Jurisdiction's building codes.
Q The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor defldencies identified below are resolved and checked by building department staff.
O The plans transmitted herewith have significant deficiencies identified on the enclosed checl< list
and should be corrected and resubmitted for a complete recheck.
^ The REMARKS check list below is transmitted herewith for your information. The plans are
being held at Esgil Corporation until corrected plans are submitted for recheck, Submit
responses and /or 2 sets of revised plans to Esgil or City for recheck
Q The applicant's copy of the check list is enclosed for the jurisdiction to fonvard to the applicant
contact person.
Q The applicants copy of the check list has been sent to:
MARTIN VOLK 2835 PROGRESS PLACE, ESCONDIDO, CA 92029
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
ri Esgii Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: MARTIN Telephone #: 858-997-5866
Date contacted: (by: ) Email: martyvolk@gmail.com Fax #:
Mail Telephone Fax In Person
REMARKS Check List: The proposed revised trusses by Hanson Truss do not contain
rafter tails. The plans shows 2'-0" rafter tails. Include as part of the truss details the size,
spacing and connection of the rafter tails to the top chord of the trusses.
By: Chuck Mendenhall Enclosures:
EsGii Corporation
n GA • EJ • PC 4/28
9320 Chesiipeake Drive, Suite 208 • San Diego, California 92123 • <SS8) S60'146S • Fax (858) S60< 1576
TOQ-ct 9iST 099 898 IIOSH TT:9T TT02-20-AON
ZOO'd 'iViOl
CARLSBAD PCRl 1-126 ( PCll-0008)
10/24/11
[DO NOT PAY- THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: CARLSBAD PLAN CHECK NO.: PCRll-126 ( PCll-0008)
PREPARED BY: Chuck Mendenhall DATE: 10/24/11
BUILDING ADDRESS: 1099 BUENA VISTA WAY
BUILDING OCCUPANCY: R3/U TYPE OF CONSTRUCTION: V-B/SPR.
BUILDING
PORTION
AREA
(Sq. Ft.)
Valuation
Multiplier
Reg.
Mod. VALUE m
TRUSS
PLANS &
CALCS.
TOTAL VALUE
JuiUdictiM COM CB By OMInanc*
BIdg. Permit Fee by Ordinance
nan Checic F«e by Ordinance
Type of Review;
• Repetitive Fee
—^ Repeats
Complete Review
• Other
• Hourtv
a Structural Only
"~ilHr. @ •
$100.00
9ased on hourly rate
Comments:
Sheet 1 of 1 m«cwaiu«.doc+
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5
BRACING WOOD TROSSES: COMMENTARY AND RECOMMENDATIONS ) TRUSS PLATE INSTITUTE, INC., 1976 INTRODUCTION In recognition ofthe inherent safety of a properly braced roof system, the apparent lack of knowledge of how, when, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Institute, inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recommendations. Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies, representatives of the academic community, and independent consulting engineers) have devoted to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bringing practical field handling and erection problems into a sharper focus, inclusion of the tentative recommendations for on-site handling and erection procedures is one direct result of the conultations. ii is planned to study further and enlarge upon these tentative recommendations. While the recommendations for bracing contained herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither should these recommendations be interpreted as superior to or a standard that would necessarily be preferred in lieu of an architect's or engineer's design for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Thus, the Truss Plate institute expressly disclaims any responsibility for damages arising from the use application, or reliance on the recommendations and information contained herein by building designer or by erection contractors. Continuous lateral bracing as required (part of truss design] figure 1 (b) and 1(c)
Figure 1(a)
Compression webs:
before and after
buckling.
Continuous lateral bracing
maintains spacing, but
permits lateral buckling
ot all web members at
the same time
Bearing for trusses
Figure 1(b)
It is recommended that diagonal bracing (minimum 2-inch
thick nominal lumber) be installed at approximately a 45 degree
angle to the lateral brace. Diagonal bracing should be attached to
the opposite side ofthe same member required lateral bracing.
This bracing may be continuous or intermittent at the building
designer's option; however, it is recommended that intermittent
spacing not exceed 20 feet, or twice the horizontal run of the
diagonal bracing.
4
However carefully wood trusses are designed and fabricated, all this is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored, the consequences may result in a collapse of the structure, which at best is a substantial loss of time and materials, and which at worst could result in a loss of life. The Truss Plate institute "Design Specifications for Light Metal Plate Connected Wood Trusses" are recommended for the design of individual wood trusses as structural components only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a part of the wood truss design and is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the size specified and installed at the location specified on the truss design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement. Special design requirements, such as wind bracing, portal bracing, seismic bracing, diaphragms, shear walls, or other load transfer elements and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, and method of connecting for diagonal bracing as needed to resist these forces. Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, as needed for the overall stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as part of the design drawings. Bracing materials are not usually furnished as part of the wood truss package, and should be provided by the builder or erection contractor. The builder or erection contractor is responsible for proper wood truss handling and for proper temporary bracing. He must assure that the wood trusses are not structurally damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan. It is recommended that erection bracing be applied as each truss is placed in position, 2 . Sfieathing _ Ancfiorage (by building designer) into solid end wall • restrains lateral bracing, thereby preventing web buckling.
- Continuous lateral bracing.
Figure 1 (c)
Compression web-sloping
or vertical
Continuous lateral bracing.
Diagonal brace nailed to
opposite side of web prevents
lateral movement and sfiould
be repeated at approximately
20 feet inten/als
Figure 1 (d)
Ceiling
STAGE TWO: During Truss Erection the builder or erection contractor
must take adequate precautions to assure that the wood trusses are
not structurally damaged. Proper rigging, including the use of
spreader bars and multiple pick-up points, where required, is
necessary to prevent damage during handling; tentative
recommendations are presented in the Appendix hereto.
It is most important to brace the first truss at the end of the
building securely. All other trusses are tied to the first truss, thus the
The design of wood trusses in accordance with TPI design criteria assumes: 1. Truss members are initially straight, uniform in cross section, and uniform in design properties. 2. Trusses are plane structural components, installed vertically, braced to prevent lateral movement, and parallel to each other at the design spacing. 3. Truss members are pinned at joints for determination of axial forces only. 4. There is continuity of chord members at joints for determination of moment stresses. 5. Compression members are laterally restrained at specific locations or intervals. 6. Superimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated loads are applied at a point. 7. In addition to the lateral bracing specified by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. 8. The building designer (not the truss designer) will specify sufficient bracing and connections to withstand lateral loading ofthe entire structure. The theory of bracing is to apply sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Design individual truss members are checked for buckling, and lateral bracing is specified as required for each truss member. The building designer must specify how this lateral bracing is to be anchored or restrained to prevent lateral movement should all truss members, so braced, tend to buckle together as shown in Figure 1(b). This may be accomplished by: 1. Anchorage to solid end walls (Figure 1 (c)). 2. Diagonal bracing intheplaneofwebmembers (Figure 1 (d)). 3. Other means as determined by the building designer. NOTE. Locate ground braces for first truss directly in line witli all rows of lop cfiord continuous lateral bracing (eilfier temporary or permanent)
Figure 2(a)
Ground brace
Bearing tor trusses
End diagonals to ground stakes
Figure 2(b)
bracing system depends to a great extent on how well the first truss
is bracec.
One satisfactory method is for the first truss top chord to be
braced to a stake driven into the ground and securely anchored.
The ground brace itself should be supported as shown in Figure 2
or it is apt to buckle. Additional ground braces, in the opposite
direction, insidethe building are also recommended.
The ground braces should be located directly in line with all
rows of top chord continuous lateral bracing. Otherwise, the top
chord of the first truss can bend sideways and allow the trusses to
shift. This shift, however slight, puts a tremendous strain on all
connections of the bracing system, i.e., the weight of the trusses
would then be added to any wind force or construction load such
as bundles of plywood or roof stiingles tending to tip the trusses
over.
All nailing of bracing should be done so that if the trusses
should tend to buckle or tip, the nails will be loaded laterally, not in
withdrawal.
It is not recommended to nail scabs to the end of the building to
brace the first truss. These scabs can break off or pull out, thus
allowing atotal collapse.
As trusses are set in place, the builder or erection contractor
must apply sufficient temporary bracing to hold the trusses plumb,
in alignment and in a safe condition until the permanent bracing,
decking and/or sheathing can be installed. Temporary bracing
should be not less than 2x4 dimension lumber and should be as
long as practical for handling. The use of short spacer pieces of
lumber between adjacent trusses is not recommended, unless
used temporarily in preparation for immediate installation of longer
continuous bracing (8-feet minimum length). Temporary bracing
lumber should be nailed with two double headed 16d nails at every
intersection with the braced member.
Pre-assembly of groups of trusses, on the ground, into
structurally braced units which are then lifted into place as
assemblies is an acceptable alternate to the one-at-a-time method.
Exact spacing between trusses should be maintained as
bracing is installed to avoid the hazardous practice of removing
bracing to adjust spacing as sheathing is applied. This act of
"adjusting spacing" can cause trusses to topple if a key connection
is removed at the wrong time.
Truss bracing must be applied to three planes of reference in
the roof system to insure stability: 1. Top chord (sheathing) plane,
2. web member plane or vertical plane perpendicular to trusses,
and 3. bottom chord (ceiling) plane.
1. Top Chord Plane. Most important to the builder or erection
contractor is bracing in the plane of the top chord. Truss top chords are
susceptible to lateral buckling before they are braced or sheathed, it is
Recommended that continuous lateral bracing be installed within 6
inches of the ridge line or center line and at approximately 8 feet to 10
feet intervals between the ridge line of sloped trusses or center line of
flat trusses and the eaves. For double member trusses this spacing
between laterals may be increased to 12 feet to 14 feet. Diagonals,
located between the lateral bracing and set at approximately 45
degree angles, form the triangles required for stability in the plane of
the top chord. NOTE: Long spans or heavy loads may require closer
spacing between lateral bracing and closer intervals between
diagonals.
Figure 3(a) illustrates tenriporary bracing in the plane of the top
chord for gabte trusses
If possible, the continuous lateral bracing for the top chord should be
placed on the underside of the top chord so that it will not have to be
removed as the plywood decking is applied. The trusses are then held
securely even during the decking process.
It is equally important for the builder or erection contractor to install
bracing in the plane of the top chord for flat roof or floor trusses. The use
of a similar bracing pattern is recommended for all flat trusses. Particular
attention is directed to bracing at the end of flat trusses as shown in
Figure 3(b).
2. Web Member Plane- It is also necessary to install temporary
bracing in the plane of the web members. This bracing is usually
. — For singte member truss (1 V2 inch thickness)
For double member truss (3 inch thickness)
— Located within 6 inches of ndge li
Repeated diagonals
at approximately
20 feet intervals
NOTE:
Long span trusses may require closer
Spacing.
A • Bracing
' Top chord.
Typical nailing
^Spacing same as
Vjlor g;ible trusses
Repeal diagonals
at approximately
feet intenials.
Figure 3(b)
installed at the same locations specified on the architectural plan
for permanent bracing, and may become part of the permanent
bracing, it is recommended that diagonal bracing be added at each
web member requiring continuous lateral bracing, if none is
specified, it is recommended that it be placed at no greater than 16
feet intei-vals along the truss length for roof trusses and 8 feet
intervals for floor trusses.
It is not generally necessary for diagonal bracing to run
continuously for the full length of the building but it is
recommended that the spacing between sets of diagonal bracing
not exceed 20 feet, or twice the horizontal run of the diagonal
bracing. Rows of 2x6 strong-backs may also be used to brace floor
trusses where diagonal bracing is impractical. Figure 4(a)
illustrates diagonal bracing in the plane of the web members;
Figure 4i'b) illustrates the lateral movement that may occur if lateral
bracing is used without diagonal bracing.
3. Bottom Chord Plane. In order to hold proper spacing on
the bottom chord, temporary bracing is recommended in the plane
ofthe bottom chord. Continuous lateral bracing at no greater than 8
feet to 10 feet on centers along the truss length is recommended
full length of the building, nailed to the top of the bottom chord.
Diagonal bracing
9
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DATE
09/28/11 HANSON TRUSS
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H A N
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TRUSS
R A TED
GENERAL NOTES
1. No splices except as noted on tmss di awings.
2. Panel point locations shall be equal divisions unless noted or dimensioned
othenvise.
3. Gusset plates shall be installed on each side of all joints and shall not be
installed where Icnots or wane are greater than 10% of plate area.
4. Gusset plates shall be centered on joints unless noted or dimensioned otherwise,
5. Truss designs shall comply with ANSl/T.P.I. - 1-2002 unless noted otherwise.
6. All gusset plates are 20 gauge and stamped TP. Unless noted otherwise.
7. All hangers specified are Simpson strong-tie or equal and are provided by others
Unless noted otherwise.
8. All trusses are spaced at 24" on center unless dimensioned otherwise.
9. Moisture content in the lumber used may exceed 19% at the time of fabrication.
A 20% reduction in plate values has been used.
10. The Hanson Truss, hic, engineering program is in compliance with section 2303.4
of the 2010 C.B.C. All heel joint connections are designed using an analysis considering
the vector sum of concentric and eccentric loads.
1 1. All nails specified are to be box nails or better.
ABBREVIATIONS
B.C. Bottom Chord MGOV. Mono gable over
B/O By Others O.A.II.S. Overall heel stand
BGK Backing OC On Center
BLK. Blocking PLF Pound per Linear Foot
BM Beam Ply One Truss of a multiple-truss assembly
BRG. Bearing Rbdg Repetitive bending factor
CBO Conventional framing by otliers S.B. Setback
DBL. Double member Sc. Scissor (sloped or vaulted)
DR BM. Drop Beam ScBKG Scissor Backing
FILL Vertical @ 16" o.c. Sc GET Scissor gable end truss
FL. BM. Flush Beam SOF. Soffit (Non-structural)
GET Gable end truss SPL. Splice
GIR Girder truss STB. Stub
GOV. Gable over T.C. Top Chord.
HGR Hanger(s) U.N.O. Unless noted otherwise
INV. GOV. Inverted gable over W/ With
JKS Jacks w/o With out
MB KG Mono Backing
MGET Mono Gable end truss
BASE DESIGN VALUES FOR VISUALLY GRADED LUMBER
SPECIES &
COMMERCIAL
GRADES
SIZE
CLASSIFICATION
Bending
Fb
Tension
Parallel
To
Grain
Ft
Shear
Parallel
to
grijin Fv
Compression
Perpendicular
'I'o grain F;
Compression
Parallel to
grain Fc
Modulus of
Elasticity E
GRADING
RULKIiS
AGIiNCV
SPECIES &
COMMERCIAL
GRADES
X25.4 FOR mm Bending
Fb
Tension
Parallel
To
Grain
Ft
Shear
Parallel
to
grijin Fv
Compression
Perpendicular
'I'o grain F;
Compression
Parallel to
grain Fc
Modulus of
Elasticity E
GRADING
RULKIiS
AGIiNCV
DOUGLAS FIR LARCH
Select Struct.. 1,500 1000 180 625 1,700 1,900,000
WCLIB
WWPA
Nol & Bettei-2" to 4" tliick 1200 800 180 625 1550 1,800,000
'l~700,000 WCLIB
WWPA
Nol 1,00 675 180 625 1500
1,800,000
'l~700,000 WCLIB
WWPA No2 2" and wider 900 575 180 625 1350 1,600,000 WCLIB
WWPA
Stud 700 450 180 625 850 1,400,000
WCLIB
WWPA
Construction 2" to 4" wide 1,000 650 180 625 1650 1,500,00
WCLIB
WWPA
Standard 575 375 180 625 1400 1,400,000
WCLIB
WWPA
LVL 2950 1800 290 750 3200 2,000,000 LP
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^ Diagonal bracing-repeat at approximalely
20 teel inlervals in Icnglh of building.
Added diagonal
bracing in the plane
of the web mcmbefs,
prevents lateral
movement
Space: 12 feet lo 16
teel on center
across building
for roofs
Space. 8 feet on center
across building
for floors
Figure 4(a]
r II
//
II '/
;
~xContinuous lateral
bracing maintains
spacing, but permits
trusses to move
laterally
Figure 4(b)
between laterals placed at approximately 45 degrees is
recommended for stability of the bottom chord. Diagonal bracing in
the plane of the bottom chord is generally not required throughout
the length of the building, but it is recommended lhat it be located
at least at each end of the building. In most cases, temporary
bracing in the plane ofthe bottom chord is installed at the locations
specified on the architectural plan for permanent bracing, and is,
therefore, left in place as permanent bracing. Figure 5 illustrates
bracing in the plane of the bottom chord.
Full bundles of plywood should not be placed on trusses. This
construction load should be limited to 8 sheets of plywood on any
pair of trusses and should be located adjacent to the supports. No
excess concentration of any construction materials (such as gravel
or shingles)
10
^ Diagonals form braced bay at approximately
20 feet inlervals, repeal at both ends
ZZZ22i
7ZZZ. "cTZTZ YZZZL
CT" O
Continuous lateral bracing
spaced 8 feel to 10 feel
located at or near a panel
point.
—\ Bottom chord of trusses
(typical)
TZZZt
Figure 5
should be placed on the trusses in any one area; they should be
spread cut evenly over a large area so as to avoid overloading any
one truss. All mechanical equipment should be located only on the
trusses specifically designed to support it. It should not be dropped
or even set temporarily any other area unless the trusses are
adequately shored. All floor trusses should be adequately shored if
pallets of masonry materials are to be stored temporarily until the
next higher walls are finished,
STAGE THREE: Permanent Bracing is designed and specified
by the architect or engineer for the structural safety of the building,
tt is the responsibility of the building designer to indicate size,
location, ancj attachments for all permanent bracing as required by
design analysis. In general, it is desirable to design and locate all
bracing so that it may work together with other structural parts of
the builcing (such as shear walls, portal frames, bearing walls,
columns, beams, etc) to achieve total integrity.
y///.
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All top chords
can buckle
togelfier if there
IS no diagonal
bracing
Roof purlin
(typical)
Top chorOs can buckle despite frequent purlins
Figure 6(a)
Permanent bracing must provide sufficient support at right
angles to the plane of the truss to hold every truss member in the
position assumed for it in design. In addition, permanent bracing
must be designed to resist lateral forces imposed on the completed
building by wind or seismic forces.
Permanent bracing may be subdivided into three logical
components:
1, Top Chord Plane. This bracing is designed to resist lateral
movement of the top chord. If plywood floor or roof sheathing is
properly applied with staggered joints and adequate nailing, a
continuous diaphragm action is developed and additional bracing
in the plane is generally not required.
Some metal roofing materials may be depended upon to act as
a diaphragm when properly lapped and nailed. Selection and use
of these materials is at the discretion ofthe building designer.
11 12
—Diagonals form braced bay Repeat at both
ends and al approximately 20 leet intervals
Diagonals bracing
nailed to under
j side of top chord
prevents lateral
movement of lop
chord.
Figure 6(b)
If purlins are used, spaced not exceed the buckling length of
the top chord, and adequately attached to the top chord, it is
recommended that diagonal bracing be applied to the underside of
the top chord to prevent lateral shifting of the purlins.
Figures 6(a) illustrates the necessity for applying diagonal
bracing in the plane of the top chord despite the use of closely
spaced purlins.
It is recommended that this diagonal bracing, as shown in
Figure 6(b), be installed on both sides of the ridge line in all end
bays. If the building exceeds 60 feet in length, this bracing should
be repeated at intervals no greater that 20 feet.
2. Web Master Plane. The purpose bracing is to hold the
trusses in a vertical position and to maintain the design sparing. In
addition, this lateral bracing may be required to shorten the buckling
13
length of a web member As described earlier in the discussion of
building design and truss design (STAGE ONE), diagonal bracing
or end anchorage is essential to stabilize the lateral bracing.
Diagonal bracing in the plane of the web members is also used
to distribute unequal loading to adjacent trusses and to spread
lateral forces to diaphragms or shear walls. Spacing of rows of
diagonal bracing in the plane of the webs is a matter of judgment to
be made by the building designer, and will depend upon the truss
span, truss configurations, type of building, and the loading.
Generally, for roof trusses, the spacing ranges from 12 feet to
16 feet depending upon how it relates to the bracing in the plane of
the top chord. For floor trusses the cross bracing should be
approxim ately 8 feet on centers. Lateral 2x6 strong-backs may also
be used for some floor systems.
Figure 1 and Figure 4 illustrate bracing in theplaneof the webs.
3. Bottom Chord Plane This bracing is required to maintain
the truss design spacing and to provide lateral support to the
bottom cnord to resist buckling forces in the event of reversal ot
stress due to wind uplift or unequal roof or floor loadings.
For multiple bearing trusses or cantilever conditions, portions
ofthe bol':om chord become compression members and should be
braced laterally to resist buckling in the same manner as the top
chord of simple span trusses.
Bracing in the plane of the bottom chord is also designed to
transfer lateral forces due to wind or seismic loads into side walls,
hear walls or other resisting structural elements. Diagonals
between continuous lateral bracing serve to stabilize the bottom
chord. It is recommended that one complete bay of diagonal
bracing be installed at each end of any building, and additional
such bays be located at specified intervals no to exceed 20 feet.
Figure 5 illustrates the use of bracing in the plane of the bottom
chord.
These recommendations for bracing wood trusses have been
derived from the collective experience of leading technical
personne in the wood truss industry but must, due to the nature of
responsibilities involved, be presented only as a gu/defortheuseof
a qualifieo building designer, builder, or erection contractor.
APPENDIX
It is intended that this appendix contain only tentative
recommendations that may be used as a guide for on-site handling
and erection until a more complete statement can be prepared.
There may be some instances in which additional precautions will
be necessary.
UNLOADING. If possible, trusses shall be unloaded on relatively
smooth ground. They shall not be unloaded on rough terrain that
would cause undue lateral strain that might result in distortion of
truss joints. Dumping of trusses is an acceptable practice provided
that tiie trusses are not damaged or excessively stressed in the act
of dumping.
The builder shall provide protection from damage that may be
caused by on-site construction activity.
STORAGE. Care shall be taken so as not to allow excessive
bending of trusses or to allow tipping or toppling while the trusses
are banded or when the banding is removed.
If trusses fabricated with fire retardant treated wood must be
stored prior to erection, they should be stored in a vertical position
to prevent water containing chemicals leached from the wood from
standing on the plates. A further precaution may be taken by
providing a cover for the trusses that will prevent moisture from
coming in direct contact with the trusses and which can be
ventilated to prevent condensation.
ERECTING TRUSSES- The truss erector or builder shall take the
necessary precautions to insure that handling and erection
procedures do not reduce the load-carrying capacity of the truss.
Trusses shall be installed plumb, at specified spacing and In-
plane (i.e., trusses will be properly aligned).
V \ V /
/
/
Approximately '/!• p.
of truss length
A suggested procedure for lifting trusses is illustrated in Figure
A(1) if the truss span does not exceed 30 feet.
For truss spans between 30 feet and 60 feet a suggested lifting
procedure is shown in Figure A(2), It should be noted that the lines
from the ends ofthe spreader bar "toe-in." If these lines should "toe-
out, "they will tend to cause buckling ofthe truss.
For lifting trusses with spans in excess of 60 feet, it is
recommended that a strong-back be used as illustrated in Figure
A(3), The strong-back should be attached to the top chord and web
members al intervals of approximately 10 feet. Further, the strong-
backs should be at or above the mid-height of the truss so as to
prevent overturning. The strong-back can be of any matenal with
sufficient rigidity to adequately resist bending of the truss.