HomeMy WebLinkAbout1740 ORIOLE CT; ; CBR2021-0687; PermitPERMIT REPORT
Residential Permit
Print Date: 06/01/2022
Job Address: 1740 ORIOLE CT, CARLSBAD, CA 92011-4052
Permit Type: BLDG-Residential Work Class:
Parcel#: 2159211700 Track#:
Valuation: $109,479.60 Lot#:
Occupancy Group:
#of Dwelling Units: 1
Bedrooms:
Bathrooms:
Project Title: WASHINGTON ADU
Description: 744 SF NEW DETACHED ADU
Applicant:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Property Owner:
Second Dwelling Unit
DEV2021-0073
AW DEVELOPMENT & DESIGN LLC
ALVIN WASHINGTON
AW DEVELOPMENT & DESIGN LLC
ALVIN WASHINGTON
PO BOX 1212 PO BOX 1212
CARLSBAD, CA 92018 CARLSBAD, CA 92018
(760) 809-8732 (760) 809-8732
FEE
GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION
SWPPP PLAN REVIEW FEE TIER 1-MEDIUM
SWPPP INSPECTION FEE TIER 1-Medium BLDG
BUILDING PLAN CHECK FEE (BLDG)
SB1473 GREEN BUILDING STATE STANDARDS FEE
BUILDING PERMIT FEE ($2000+)
PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL
MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
STRONG MOTION-RESIDENTIAL
ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
Total Fees: $1,949.84 Total Payments To Date: $1,949.84
( City of
Carlsbad
Permit No: CBR2021-0687
Status: Closed -Finaled
Applied: 03/12/2021
Issued: 04/21/2021
Finaled Close Out: 04/29/2022
Inspector:
Final Inspection:
Balance Due:
TAlva
04/29/2022
AMOUNT
$175.00
$55.00
$246.00
$453.11
$5.00
$661.50
$182.00
$92.00
$14.23
$66.00
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
( City of
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
Plan Check CffiZ.02..\ -Oo?) 1--
Est. Value \05,4\ 09
PC Deposit
Date 3 12-2.J
Job Address 1738 Oriole Ct Sulte: ____ APN: 215-921-17-00
CT/Project 11: __________________ ,Lot #:, ____ Year Built: _________ _
Fire Sprinklers: 0YES0 NO Air Conditloning:0 YES Q NO
BRIEF DESCRIPTION OF WORI(:
Electrical Panel Upgrade: QYEs0 NO
~ Addition/New: 744 Living SF, 744 Deck SF, ____ ,Patio SF,, ____ Garage SF __ _
Is this to create an Accessory Dwelling Unit? 0 Y ON New Fireplace? 0 Y 0 N, If yes how many? __
D Remodel :. _____ SF of affected area Is the area a conversion or change of use ? Qy ON
0 Pool/Spa:. ____ SF Additional Gas or Electrical Features? ___________ _
osolar: ___ KW,, ___ Modules, Mounted:0Roof 0Ground, TIit: 0 YON, RMA: Ov ON,
Battery:OY ON, Panel Upgrade: Ov ON
D Re roof: ___________________________________ _
D Plumbing/Mechanlcal/Electrical
0 Only: Other:
This permit is to be Issued In the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the
owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process.
PROPERTY OWNER APPLICANT Ii] PROPERTY OWNERS AUTHORIZED AGENT APPLICANT Ii]
Name: Alvin Washington
Address: 1738 Oriole Ct
Name: SAME
Address: __________________ _
City:Carlsbad State:CA Zlp:92011 City:. __________ State: ___ Zip:, ____ _
Phone: 760 809-8732 Phone: __________________ _
Emau,runtafinancial@msn.com Email: ___________________ _
DESIGN PROFESSIONAL APPLICANT O CONTRACTOR OF RECORD APPLICANT 0
Name:SAME Name.: __________________ _
Address.: ________________ _ Address:. _________________ _
Clty:, _______ State:. ___ Zip:. ___ _ City· .. ________ State:, ___ Zip:, ______ _
Phone:. ________________ _ Phone:. __________________ _
Email: runtafinancial@msn.com Email: __________________ _
Architect State license: __________ _ State llcense/class:. ______ Bus. License: ___ _
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8S58 Email: Bullding@carlsbadca,gov
IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW:
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I hereby affirm under penaJty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations:
01 have and wlll maintain a certificate of consent to self•lnsure for workers' compensation provided by 5ectlon 3700 of the labor Code, for the pe,formance of the
work which this permit is issued. Polley No. ___________________________________ _
01 have and wlll maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which tliis permit Is issued.
My workers' compensation insurance carrier and policy number are: Insurance Company Name: ____________________ _
Policy No. ____________________________ Expiration Date: _______________ _
D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code,
Interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lendlng agency for the performance of the work this permit Is issued (Sec. 3097 (i) Civil Code).
Lender's Name:. _____________________ .Lender's Address: ___________________ _
CONTRACTOR PRINT: _________ SIGN: _________ DATE:
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I om exempt from Contractor's license Law for the following reason:
Or, as owner of the property or my employees with wages as their sole compematlon, will do the work and the structure Is not Intended or offered for sale {Sec.
7044, Business and Proresslons 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 sal~. If, however, the building or improvement ls sold within
one year of completion, the owner•bu!lder will have the burden of proving that he did not build or Improve far the purpose of sale).
!)11, as owner of the property, am exclusively contracting with licensed contractors to comtruct the project (Sec. 7044, Business and. Professlons Cod:: The
Contractor's License Law does not apply to an owner of properly who bullds or Improves thereon, and contracts for such projects wrth contractor(s) licensed
pursuant to the Contractor's license Law).
0 I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
(i]"owner Builder acknowledgement and verification form" has been filled out, signed and attached to this appllcatlon.
D Owners "Authorized Agent Form" has been filled out, signed and attached to th!s appllcat!on gilling the agent auchorlcy to obtain the permit on the owner's behalf.
By my signature below I acknowledge that, except for my personal residence In which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner•builcier fl it has not been constructed 111 Its entirety by licen.seci
contractors. I understand thot o copy of the opplicoble low, Section 7044 of the Business and Professions Code, is ovoi/oble upon request when thi$ opplicotion is
submitted or at the/allowing Web site; http://www.leginfo.ca.gov/cafaw.html.
OWNER PRINT: Alvin Washington SIGNQ_:::::.= "--~--...:._=_=_=:-:-~_-> __ DATE:·":;\\,\?,\
APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL
By my signature below, I certify that: I am rhe property owner or State of California Licensed CDntractar or authorized to act on the property
owner or contractor's behalf. I certify that I have read the application and state that the above Information Is correct and that the information on
the planJ is accurate. I agree to comply with all City ordinances and State laws relating to building construction.
I hereby authorize representative of the Qty of Carlsbad to enter upon the above mentioned property for lnspedian purposes. I ALSO AGREE TO SAVE,
INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE
AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT, OSHA: An OSHA permit is required far excavations over 5'0' deep and
demolition or construction of structures over 3 stories in height.
SIG~_~=-=_=_=_=_===-----_-:::._::,,, ___ DATE: 4111,1-z. \
1635 Faraday Ave Carlsbad, CA 92008 Pli: 760-602-2719 Fax: 760-602·8558 Email: Bulld1ns@carlsbadca.gov
2 REV. 08/20
(city of
Carlsbad
OWNER-BUILDER
ACKNOWLEDGEMENT
FORM
B-61
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
OWNER-BUILDER ACKNOWLEDGMENT FORM
Pursuant to State of California Health and Safety Code Section 19825-19829
To: Property Owner
An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the
property located at:
Site Address 1738 Oriole Ct. Carlsbad, Ca
The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form
to inform you of the responsibilities and the possible risks associated with typical construction activities issued
in your name as the OwnerwBuilder.
The City will not issue a construction permit until you have read and initialed your understanding of each
provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner
cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and
it is accepted by the City of Carlsbad.
INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and
verification of this information by signature at the bottom of the form. These are very important construction
related acknowledgments designed to inform the property owner of his/her obligations related to the requested
permit activities.
I. AW I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner-
Builder" building permit that erroneously implies that the property owner is providing his or her own labor and
material personally. I, as an Owner--Builder, may be held liable and subject to serious financial risk for any injuries
sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an Owner--Builder and am aware of
the limits of my insurance coverage for injuries to workers on my property.
II. AW I understand building permits are not required to be signed by property owners unless they are responsible
for the construction and are not hiring a licensed contractor to assume this responsibility.
Ill. AW I understand as an "Owner---Builder" I am the responsible party of record on the permit. I understand that I
may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his
or her name instead of my own.
IV. AW I understand contractors are required by law to be licensed and bonded in California and to list their license
numbers on permits and contracts.
V. AW I understand if I employ or otherwise engage any persons, other than California licensed contractors, and
the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be
considered an "employer" under state and federal law.
REV. 08/20
Owner-Builder Acknowledgement Continued
VI. AW I understand if I am considered an "employer" under state and federal law, I must register with the state
and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and
contribute to unemployment compensation for each "employee." I also understand my failure to abide by these
laws may subject me to serious financial risk.
VII. AW I understand under California Contractors' State License Law, an Owner-Builder who builds single-family
residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed
by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of
the work is performed under contract with a licensed general building contractor.
VIII. AW I understand as an Owner---Builder if I sell the property for which this permit is issued, I may be held liable
for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent
construction defects in the workmanship or materials.
IX. AW I understand I may obtain more information regarding my obligations as an "employer" from the Internal
Revenue Service, the United States Small Business Administration, the California Department of Benefit
Payments, and the California Division of Industrial Accidents. I also understand I may contact the California
Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information
about licensed contractors.
X. AW I am aware of and consent to an Owner-Builder building permit applied for in my name, and understand
that I am the party legally and financially responsible for proposed construction activity at the following address:
XI. AW I agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide
by all applicable laws and requirements that govern Owner-Builders as well as employers.
XII. AW I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the
information I have provided on this form.
Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who
does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court.
It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm
is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner-
Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are
properly licensed and the status of their workers' compensation coverage.
Before a building permit can be issued, this form must be completed, signed by the property owner and returned
to the City of Carlsbad Building Division.
I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my
authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I hove
either (1) consulted with legal counsel prior to signing this farm or (2) have waived this right in signing this farm without the advice of legal counsel.
Alvin Washington ~,,\'-\
Property Owner Name (PRINT) Property Owner Signature Date
2 REV. 08/20
(city of
Carlsbad
OWNERS
AUTHORIZED
AGENT FORM
B-62
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
OWNER'S AUTHORIZED AGENT FORM
Only a property owner, contractor or their authorized agent may submit plans and applications for building
permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring
this signed form, which identifies the agent and the owner who s/he is representing, and for what jobs s/he
may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate
permit application.
Note: The fa/lawing Owner's Authorized Agent form is required to be completed by the
property owner only when designating an agent ta apply for a construction permit
on his/her behalf.
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Property Owner Acknowledgement, the execution of which I understand is my personal responsibility,
I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary
to obtain an Owner-Builder Permit for my project.
Detached ADU Scope of Construction Project (or Description of Work): ___________________ _
Project Location or Address: 1738 Oriole Ct. Carlsbad, Ca 92011
Name of Authorized Agent: Alvin Washington 760 809-8732
Tel No.---------
Address of Authorized Agent: 1738 Oriole Ct. Carlsbad, Ca 92011
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled
out the above information and certify its accuracy.
Property Owner's Signature: ___________________ Date: ______ _
1
PERMIT INSPECTION HISTORY for (CBR2021-0687)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status:
Scheduled
Date
01/1012022
Closed -Finaled
Actual Inspection Type
Start Date
BLDG-44
Rough-Ducts-Dampers
01/10/2022 BLDG-Final Inspection
Checklist Item
Application Date: 03/12/2021
Issue Date: 04/21/2021
Owner: AW DEVELOPMENT & DESIGN LLC
Subdivision: CARLSBAD TCT#97-15 LOHF
PROPERTY
Expiration Date: 10/18/2021 Address: 1740 ORIOLE CT
IVR Number: 32060 CARLSBAD, CA 92011-4052
Inspection No.
June 8, 2021:
Inspection
Status
1. No buildings Deficiencies.
Primary Inspector
2. Rough combination Inspection, her
engineers plans and detail specifications
-Approved.
3. Tub shower enclosures, hot mop scope
of work-approved.
4. Gas plumbing test, under air pressure
leak test-approved.
5. Exterior stucco lath wire
Inspection-Approved.
174257-2022
COMMENTS
Failed Tony Alvarado
Reinspection Inspection
Yes
Reinspection Incomplete
Passed
BLDG-Building Deficiency January 10, 2022: No
0412912022 04/29/2022 BLDG~Final Inspection
Checklist Item
1. Informed owner builder/contractor
representative Alvin, regarding outstanding
coastal commission and planning/zoning
requirements-flagged on computer system.
2. Spoke to Alvin/owner Builder, will
address coastal commission and planning
zoning outstanding requirements prior to
scheduling a final building inspection.
181689-2022
COMMENTS
Passed Tony Alvarado
BLDG-Building Deficiency January 10, 2022:
BLOG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
Wednesday,June1,2022
1. Informed owner builder/contractor
representative Alvin, regarding outstanding
coastal commission and planning/zoning
requirements-flagged on computer system.
2. Spoke to Alvin/owner Builder, will
address coastal commission and planning
zoning outstanding requirements prior to
scheduling a final building inspection.
April 29, 2022:
1. Final MEPS-(mechanical, electrical,
plumbing, and structural framing), scope of
work per plan-approved.
April 29, 2022:
1. Final MEPS-(mechanical, electrical,
plumbing, and structural framing), scope of
work per plan-approved.
April 29, 2022:
1. Final MEPS-(mechanical, electrical,
plumbing, and structural framing), scope of
work per plan-approved.
April 29, 2022:
1. Final MEPS-(mechanical, electrical,
plumbing, and structural framing), scope of
work per plan-approved.
Complete
Passed
No
Yes
Yes
Yes
Yes
Page 6 of7
PERMIT INSPECTION HISTORY for (CBR2021-0687)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Application Date: 03/12/2021
Issue Date: 04/21/2021
Owner: AW DEVELOPMENT & DESIGN LLC
Subdivision: CARLSBAD TCT#97-15 LOHF
PROPERTY
Status:
Scheduled
Date
Closed -Finaled Expiration Date: 10/18/2021 Address: 1740 ORIOLE CT
IVR Number: 32060 CARLSBAD, CA 92011-4052
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector Reinspection Inspection
Checklist Item
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
COMMENTS
June 8, 2021:
1. No buildings Deficiencies.
2. Rough combination Inspection, her
engineers plans and detail specifications
-Approved.
3. Tub shower enclosures, hot mop scope
of work-approved.
4. Gas plumbing test, under air pressure
leak test-approved.
5. Exterior stucco lath wire
Inspection-Approved.
June 7, 2021: wire stucco lath -not
completed.
No rough combination inspections
permitted, prior to Exterior stucco wire lath
paper and roof underlayment felt paper
(dried-in) and installed first.
1. exterior stucco wire lath building
deficiencies.
2. New exterior stucco wire lath, type,
size, with moistop protective material, at all
perimeter windows and doors, scope of
work-not ready, not finished due to rain.
3. Informed -owner/contractor Alvin,
inspection process for the city of Carlsbad.
June 8, 2021:
1. No buildings Deficiencies.
2. Rough combination Inspection, her
engineers plans and detail specifications
-Approved.
3. Tub shower enclosures, hot mop scope
of work-approved.
4. Gas plumbing test, under air pressure
leak test-approved.
5. Exterior stucco lath wire
Inspection-Approved.
June 8, 2021:
1. No buildings Deficiencies.
2. Rough combination Inspection, her
engineers plans and detail specifications
-Approved.
3. Tub shower enclosures, hot mop scope
of work-approved.
4. Gas plumbing test, under air pressure
leak test-approved.
5. Exterior stucco lath wire
Inspection-Approved.
Passed
Yes
No
Yes
Yes
Wednesday, June 1, 2022 Page 5 of 7
PERMIT INSPECTION HISTORY for (CBR2021-0687)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Scheduled Actual Inspection Type
Date Start Date
06/08/2021 06/08/2021 BLDG-23
Gas/Test/Repairs
Checklist Item
Application Date: 03/12/2021
Issue Date: 04/21/2021
Expiration Date: 10/18/2021
IVR Number: 32060
Owner: AW DEVELOPMENT & DESIGN LLC
Subdivision: CARLSBAD TCT#97-15 LOHF
PROPERTY
Address: 1740 ORIOLE CT
CARLSBAD, CA 92011-4052
Inspection No. Inspection Primary Inspector Reinspection Inspection
Status
159320-2021 Passed Tony Alvarado Complete
COMMENTS Passed
BLDG-Building Deficiency June 8, 2021: Yes
Wednesday, June 1, 2022
BLDG-27 Shower
Pan/Tubs
Checklist Item
1. No buildings Deficiencies.
2. Rough combination Inspection, her
engineers plans and detail specifications
-Approved.
3. Tub shower enclosures, hot mop scope
of work-approved.
4. Gas plumbing test, under air pressure
leak test-approved.
5. Exterior stucco lath wire
Inspection-Approved.
159319-2021 Passed
COMMENTS
Tony Alvarado
BLDG-Building Deficiency June 8, 2021:
BLDG-83 Roof Sheating,
Exterior Shear (13, 15)
Checklist Item
BLDG-15 Roof
Sheathing-Reroof
BLDG-84 Rough
Combo(14,24,34,44)
1. No buildings Deficiencies.
2. Rough combination Inspection, her
engineers plans and detail specifications
-Approved.
3. Tub shower enclosures, hot mop scope
of work-approved.
4. Gas plumbing test, under air pressure
leak test-approved.
5. Exterior stucco lath wire
Inspection-Approved.
159175-2021 Passed
COMMENTS
159176-2021 Passed
Tony Alvarado
Tony Alvarado
Complete
Passed
Yes
Complete
Passed
Yes
Complete
Page 4 of 7
PERMIT INSPECTION HISTORY for (CBR2021-0687)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Application Date: 03/12/2021
Issue Date: 04/21/2021
Owner: AW DEVELOPMENT & DESIGN LLC
Subdivision: CARLSBAD TCT#97-15 LOHF
PROPERTY
Status:
Scheduled
Date
06/07/2021
Closed -Finaled Expiration Date: 10/18/2021 Address: 1740 ORIOLE CT
IVR Number: 32060 CARLSBAD, CA 92011-4052
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector
Checklist Item
BLDG-Building Deficiency
COMMENTS
June 3, 2021:
1. No re-roof sheathing nailing/building
deficiencies.
2. Re-roof sheeting, plywood type, size,
and nailing pattern, dry-rot damaged of
existing Sheathing, scope of
work-approved.
06/07/2021 BLDG-18 Exterior
Lath/Drywall
159133-2021 Failed Tony Alvarado
Checklist Item
BLDG-Building Deficiency
COMMENTS
June 7, 2021: wire stucco lath-not
completed.
1. exterior stucco wire lath building
deficiencies.
2. New exterior stucco wire lath, type,
size, with moistop protective material, al all
perimeter windows and doors, scope of
work-not ready, not finished due to rain.
BLDG-84 Rough
Combo(14,24,34,44)
159055-2021 Failed Tony Alvarado
Checklist Item
BLDG-Building Deficiency
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
COMMENTS
June 7, 2021: wire stucco lath-not
completed.
No rough combination inspections
permitted, prior to Exterior stucco wire lath
paper and roof underlayment felt paper
(dried-in) and installed first.
1. exterior stucco wire lath building
deficiencies.
2. New exterior stucco wire lath, type,
size, with moistop protective material, at all
perimeter windows and doors, scope of
work-not ready, not finished due to rain.
3. Informed -owner/contractor Alvin,
inspection process for the city of Carlsbad.
June 7, 2021: wire stucco lath-not
completed.
No rough combination inspections
permitted, prior to Exterior stucco wire lath
paper and roof underlayment felt paper
(dried-in) and installed first.
1. exterior stucco wire lath building
deficiencies.
2. New exterior stucco wire lath, type,
size, with moistop protective material, at all
perimeter windows and doors, scope of
work-not ready, not finished due to rain.
3. Informed -owner/contractor Alvin,
inspection process for the city of Carlsbad.
Reinspection Inspection
Passed
Yes
Reinspection Incomplete
Passed
No
Reinspection Incomplete
Passed
No
No
Wednesday, June 1, 2022 Page 3 of 7
PERMIT INSPECTION HISTORY for (CBR2021-0687)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Application Date: 03/12/2021
Issue Date: 04/21/2021
Owner: AW DEVELOPMENT & DESIGN LLC
Subdivision: CARLSBAD TCT#97-15 LOHF
PROPERTY
Status:
Scheduled
Date
05/07/2021
06/03/2021
Closed -Finaled Expiration Date: 10/18/2021 Address: 1740 ORIOLE CT
IVR Number: 32060 CARLSBAD, CA 92011-4052
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector
Checklist Item
BLDG-Building Deficiency
BLDG-Building Deficiency
COMMENTS
May 3, 2021:
1. No underground plumbing Deficiencies.
2. Underground plumbing, under 1 O' ft. high
head pressure water leak test, for new
ADU structure, waste and vent plumbing
lines, located at rear side of property yard
-Approved.
3. Informed owner/contractor developer
(Alvin)
The following:
a) required height certification, footing
bottoms/pad certification, and property line
setbacks verified, for detached, new
accessory dwelling building.
Cancelled per contractor
0510712021 BLDG-11 156835-2021 Partial Pass Tony Alvarado
Foundation/Ftg/Piers
(Rebar)
Checklist Item
BLDG-Building Deficiency
COMMENTS
May 7, 2021:
1. No footings/foundation steel
reinforcemenVbuilding deficiencies.
2. Foundation footings/slab steel
reinforcement rebar, per structural
engineers plans and detail specifications -
approved.
3. Pending: property line setbacks to
building forms certification and Geotech
footing bottoms and slab pad certification.
4. Informed Owner Alvin, regarding
engineer's certifications.
06/03/2021 BLDG-13 Shear
Panels/HD (ok to wrap)
158956-2021 Passed Tony Alvarado
Checklist Item
BLDG-Building Deficiency
COMMENTS
June 3, 2021:
1. No re-roof sheathing nailing/building
deficiencies.
2. Shear-wall nailing, plywood type, size,
and nailing pattern, Per structural
engineers plans and detail specification
tables-approved.
BLDG-15 Roof/ReRoof
(Patio)
158957-2021 Passed Tony Alvarado
Reinspection Inspection
Passed
Yes
No
Reinspection Incomplete
Passed
Yes
Complete
Passed
Yes
Complete
Wednesday, June 1, 2022 Page 2 of 7
Building Permit Inspection History Finaled
( City of
Carlsbad
PERMIT INSPECTION HISTORY for (CBR2021-0687)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Scheduled Actual Inspection Type
Date Start Date
04123/2021 04/2312021 BLDG-SW-Pre-Con
Checklist Item
Application Date: 03/12/2021
Issue Date: 04/21/2021
Expiration Date: 10/18/2021
IVR Number: 32060
Inspection No.
155791-2021
COMMENTS
Inspection
Status
Passed
Owner: AW DEVELOPMENT & DESIGN LLC
Subdivision: CARLSBAD TCT#97-15 LOHF
PROPERTY
Address: 1740 ORIOLE CT
CARLSBAD, CA 92011-4052
Primary Inspector Reinspection Inspection
Tony Alvarado Complete
Passed
BLDG-Building Deficiency April 23, 2021: (phone call/virtual
inspection).
Yes
04/30/2021 04/30/2021 BLDG-21
U nderg rou n d/U nderfl o
or Plumbing
Checklist Item
No building deficiencies.
1. Inform pool contractor Alvin, regarding
the following:
2. Temporary toilet facilities require pan
under toilet
Temporary toilet facilities require pan under
toilet I need to be located outside public
right-of-way and on owners property.
3. Dirt spoils/stockpiling, requires be
covered and protected, dust and runoff
containment, with straw waddle or
gravel/sandbags.
4. Contain all soil erosion and sediment
erosion on property, keep any soil or
debris away from storm water inlet,
adjacent property owners, and
public-right-of-way sidewalk areas
(typical).
5. Final as-built plan revisions need to be
approved prior to final inspection, for
historical purposes and city records
management maintaining latest and
greatest current plans on file.
6. Security perimeter fencing and gates
installed at all times during the construction
process till final clearances and sign offs
from all agencies/depts.
7. Hours of construction observed.,
8. Federal holidays observed and no
construction work allowed.
9. Additional preconstruction requirements
may follow.
156362-2021 Cancelled Chris Renfro
COMMENTS
BLDG-Building Deficiency Cancelled per contractor
05/03/2021 05/03/2021 BLDG-21
Wednesday, June 1, 2022
Underground/Underflo
or Plumbing
156468-2021 Partial Pass Tony Alvarado
Reinspection Incomplete
Passed
No
Reinspection Incomplete
Page 1 of 7
Carlsbad CBR2021-0687
March 30, 2021
( City of
Carlsbad
SPECIAL INSPECTION
AGREEMENT
8-45
Development Services
Building Division
1635 Faraday Avenue
760,602-2719
www.carlsbadca.gov
In accordance with Chapter 17 of the Callfornla Bulldlng Code the followlng must be completed when work being performed
requires special Inspection, structural observation and construction material testing,
Project/Permit: _________ _ Project Address· / 7 3 B Qp_, 0 L !(" (',
A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder ){I. (If you checked as owner-builder you musl also complete Section B of this agreement.)
MailingAddress· 17515 Of'-101..,;.' Cy
Email· Rv......,T"f1rl,A .r( (. I t,.L.. e.M$'/\( · ( "l!VV'j
I am: !(Property Owner □Property Owner's Agent of Record □Architect of Record UEngineer or Record
State of California Registration Numbe,c· ____________ _ Expiration Date .. · ________ _
AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State or California, that I have read,
understand, acknowledge and promise lo comply with the Cily of Carlsbad requirements for special inspections, structural
observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of
special in~ ~he approved plans and, as required by the California Building Code.
Signatur --~ Date:~3ulc.S~l_,f~z_~J _____ _
B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706), This section must be completed by the
contractor I builder/ owner-builder.
Contractor's Company Name: ___________________ Please check if you are Owner-Builder}(_
Name: (PloaseplioTI AL.VIN )1.JAs,.\1,-!(,~ ► (HS!i IMI) llUO
Mailing Address: /73 £. Q,;,, 'l::,Lb U\l<LS(;tl!)J CA
State of California Contractor's License Number __________ Expiration Date: _______ _
I acknowledge and, am aware, of special requirements contained in the statement of special inspectiOns noted on
the approved plans;
I acknowledge that control will be exercised to obtain confonnance with the construction documents approved by the
building official:
• r wrn have in-place procedures for exercising control within our (the contractor's) organization, for the method and
frequency of reporting and lhe distribution of the reports; and
I certify that I wil have a qualified person within our (the contractor's) organization to exercise such control.
I will Provide a final rnoortl letter In comollance with CBC Section 1704 1 2 velor to reouesYaa flnat
C. ~->< ::::, I Signatur "=''.:~-=====-____________ Date: _.,$'l-/,..,LI ,µZ.ec.!..I _____ _
B-45 Paget oft Rev. 08111
DATE: April 13, 2021
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2021-0687
✓• EsG1I
SET II
PROJECT ADDRESS: 1738 Oriole CT
PROJECT NAME: ADU for Alvin Washington
0 APPLICANT
0 JURIS.
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D 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.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
D The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
~ EsGil staff did not advise the applicant that the plan check has been completed.
D EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted:
Mail Telephone
0 REMARKS:
By: Abe Doliente
EsGil
(by: ) Email:
Fax In Person
Enclosures:
4/6/21
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
•
DATE: March 30, 2021
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2021-0687
✓• EsG1I
SETI
PROJECT ADDRESS: 1738 Oriole CT
PROJECT NAME: ADU for Alvin Washington
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D 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.
D 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
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
~ The applicant's copy of the check list has been sent to:
Alvin Washington
D EsGil staff did not advise the applicant that the plan check has been completed.
~ EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Alvin Washington Telephone#: 760-809-8732
Date contacted: (by: Email: runtafinancial@msn.com
Mail Telephone
0 REMARKS:
By: Abe Doliente
EsGil
Fax In Person
Enclosures:
3/16/21
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
Carlsbad CBR2021-0687
March 30, 2021
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK#.: CBR2021-0687
PROJECT ADDRESS: 1738 Oriole CT
FLOOR AREA: ADU -744 SF
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: March 30, 2021
FOREWORD (PLEASE READ):
JURISDICTION: Carlsbad
STORIES: 1
HEIGHT:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 3/16/21
PLAN REVIEWER: Abe Doliente
•
This plan review is limited to the technical requirements contained in the California Residential
Code, California Building Code, California Plumbing Code, California Mechanical Code,
California I 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 2019 edition of the California
Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC,
2019 CPC, 2019 CMG and 2019 CEC.
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 2019 California Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
Carlsbad CBR2021-0687
March 30, 2021
PLANS
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 and the Carlsbad Planning, Engineering and
Fire Departments.
2. Bring TWO corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City
Planning, Engineering and Fire Departments until review by EsGil is complete.
1. A reminder that due to Covid-19, the City will not permit counter corrections.
Please make sure all the items are satisfied; otherwise, another round of
corrections will be necessary
2. All sheets of plans must be signed by the person responsible for their
preparation. (California Business and Professions Code). Signatures on the final
sets of plans will be verified before they are approved.
3. Plans 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). Signatures
on the final sets of plans will be verified before they are approved.
FOUNDATION REQUIREMENTS
4. 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.
5. The plans indicate that special inspection will be provided. Please complete the
attached City Special Inspection form.
ELECTRICAL
6. Note on the plans that receptacle outlet locations will comply with CEC Article
210.52.
Carlsbad CBR2021-0687
March 30, 2021
7. 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 and
550.13.(i.e. all receptacles in a dwelling).
b) Weather resistant type for receptacles installed in damp or wet locations
(outside). 406.4(0)(6).
c) Arc-fault protection for all outlets (not just receptacles) located in rooms
described in NEC 210.12(A): Kitchens, laundry areas, family, living,
bedrooms, dining, halls, etc.
d) GFCI protected outlets for locations described in NEC 210.8(A): Laundry
areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors,
within 6' of a sink, etc.
8. Per CEC Article 210.11 (C)1, note on the plans that there will be a minimum of 2
small appliance branch circuits within the locations specified in Article 210.52(B),
i.e., kitchen and dining areas.
9. Show on the plans a wall receptacle within 36" of each lavatory in the bathroom.
CEC 210.52(0).
10. A separate (detached building with a separate foundation and slab) ADU requires
a separate ground electrode system per CEC 250.32
PLUMBING
11. An instantaneous water heater is shown on the plans. Please include a gas pipe
sizing design (isometric or pipe layout) for all gas loads.
a) The gas pipe sizing for a tank type water heater shall be based upon a
minimum 199,000 Btu gas input rating. Energy Standards 150.0(n).
12. Specify on the plans: Water conserving fixtures: New water closets shall use no
more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8
GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8
GPM of flow. CPC Sections 407,408,411,412.
RESIDENTIAL GREEN BUILDING STANDARDS
The California Building Standards Commission has adopted the Green Building
Standards Code and must be enforced by the local building official. The following
mandatory requirements for residential construction must be included on your plans.
CGC Section 101.3. The Standards apply to newly constructed residential buildings,
along with additions/alterations that increase the building's conditioned area, volume
or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green
Building Code Requirements" and include the following notes as applicable.
Carlsbad CBR2021-0687
March 30, 2021
13. Note on the plans that landscape irrigation water use shall have weather or
soil-based controllers. CGC Section 4.304.1.
14. Recycling. Note on the plans that a minimum of 65% of construction waste is to
be recycled. CGC Section 4.408.1.
15. Recycling. Note on the plans that the contractor shall submit a Construction
Waste Management Plan, per CGC Section 4.408.2.
16. Operation and maintenance manual. 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 Section 4.410.1.
17. Pollutant control. Note on the plans that during construction, ends of duct
openings are to be sealed, and mechanical equipment is to be covered. CGC
Section 4.504.1.
18. Pollutant control. Note on the plans that VOC's must comply with the
limitations listed in Section 4.504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and
4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood
Products. CGC Section 4.504.2.
19. Interior moisture control. Note on the plans that concrete slabs will be
provided with a capillary break. CGC Section 4.505.2.1.
20. Interior moisture control. Note on the plans that the moisture content of wood
shall not exceed 19% before it is enclosed in construction. The moisture content
needs to be certified by one of 3 methods specified. Building materials with
visible signs of water damage should not be used in construction. The moisture
content must be determined by the contractor by one of the methods listed in
CGC Section 4.505.3.
21. Indoor air quality. 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.
22. Note on the plans that prior to final inspection the licensed contractor, architect or
engineer in responsible charge of the overall construction must provide to the
building department official written verification that all applicable provisions
from the Green Building Standards Code have been implemented as part of the
construction. CGC 102.3.
ENERGY CONSERVATION
23. Include on the Title Sheet of the plans the following statement: "Compliance with
the documentation requirements of the 2019 Energy Efficiency Standards is
necessary for this project. Registered, signed, and dated copies of the
appropriate CF1 R, CF2R, and CF3R forms shall be made available at necessary
Carlsbad CBR2021-0687
March 30, 2021
intervals for Building Inspector review. Final completed forms will be available for
the building owner."
24. When replacing or modifying the mechanical system: If applicable.
o If more than 40' of new ductwork is installed in unconditioned space, HERS
inspection is required for both existing and new duct sealing.
o Replacement of mechanical equipment (air handler, condensing unit of an air
conditioner or heat pump, cooling or heating coil, or the furnace heat
exchanger) requires HERS inspection.
o Note: The CF1 R-AL T-HVAC form may be submitted at the final inspection, it
is not required at initial plan submittal.
MISCELLANEOUS
25. 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.
26. 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 □
27. The jurisdiction has contracted with EsGil, 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 Error! Reference source not found. at
EsGil. Thank you.
• Carlsbad CBR2021-0687
March 30, 2021
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Abe Doliente
BUILDING ADDRESS: 1738 Oriole CT
BUILDING OCCUPANCY: R3
BUILDING AREA Valuation
PORTION ( Sq. Fl.) Multiplier
ADU 744 141.78
Air Conditioning 744 5.30
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb By Ordinance
1997 UBC Building Permit Fee ...-
t,I 'ii
1997 UBC Plan Check Fee •
Type of Review: [7] Complete Review
D Repetitive Fee
,.. Repeats
Comments:
□ Other
D Hourly
EsGil Fee
PLAN CHECK#.: CBR2021-0687
DATE: March 30, 2021
Reg. VALUE ($)
Mod.
105,484
3,943
109,428
[l Structural Only
$430.011
Sheet 1 of 1
Washington ADU
1738 Oriole Court
Carlsbad, CA 92011
Structural Calculations -21052
Qualls Engineering
Structural Engineering Services
Diego Lastres
DiegoLas3@gmail.com
Qualls Engineering
Structu,raJ Bneineering Services
GOVERNING CODE:
CONCRETE:
REINFORCING STEEL:
SAWN LUMBER:
Project: Washington ADU
Engineer: -=-AL=---------
DESIGN BASIS
2019 CBC
f c = 2,500 psi (MI NlMUM)
ASTM ,-\615, Fr = 60 ksi
Sheet: 1 / 7
Job#: 21052
Date: 3/10/21
DOUGLAS FIR LARCH, ALLOWABLE STRESS DESIGN PER 2019 CBC.
PROJECT SCOPE
Project consists of a proposed approximately 730 sguare foot one-story detached accessory
dwelling unit to a property with an existing two-story single-family residence located at 1738
Oriole Ct, Carlsbad, CA, 92011. The proposed accessory dwelling unit is primarily constructed
utilizing wood frame construction with 2x stick framed roof and typical slab on grade with
turned down footings. There has been a soils report provided for this project by Construction
Testing & Engineering, Inc., dated 03/01/2021. Therefore, the foundation design will be based
on recommendations of the project geotechoical engineer.
Qualls Engineering
Stn.ictlU'al ~ngineering Service• Project: Washington ADU
Sheet: 2
Engineer: _A_L __________ _
Job #: 21052
Date:
Design Loads:
Pitched Roof:
Dead Load ( DL)
Roofing
I /2" Plywood
Truss Framing
Insulation
I /2" Gyp. Bd.
Mech./Elec.
111.isc.
IDL =
Live Load (LL)
5.0 psf
1.8 psf
4.0 psf
0.5 psf
2.2 psf
0.5 psf
1.0 psf
15.(J psf
LL = ___ ...;;;20;;,;..0::_psf (Reducible)
DL +LL =! 35.0!psf
Walls:
Stud Walls
Exterior Stud Walls
Interior Stud Walls
Allowable Soils Bearing Pressure:
ASBP = 2.500
Seismic:
Site Class: C
Ss = 0.999
S1 = 0.363
15.0
7.0
psf
psf
psf@ 24 inches below lowest adjacent finished grade
F, = 1.200
[\_ = -
Response
SMs = 1.199
S,\11 = -
Redundancy pCs
Sos = 0.799
Soi = -
Occupancy Importance Mod. Factor Factor Sos/(R/1)
Category Factor, I,
]] 1.00
Wind Load: (Simplified Envelope Procedure)
Basic Wind 95 mph
Exposure: C
MWFRS
P = 0.6*A*K,.*Ps,o
(LRFD): P =
(ASD): p =I 16.0 psf
9.6!psf
Components & Cladding
P = 0.6*A*K,..*P,..,1,o
(LRFD): P =
(ASD): p =I 19.6 psf
11.slrsf
R p (LIU1D ) (,\SD )
6.5 1.3 0.160 0.114
X= 1.21
K.,= ].{)
Ps30= 13.2
Pnet.\O= 16.2
Qualls Engineering Sheet: 3
Smu:.tural Enginee,ring Se.rvkes Project: Washington ADU Job#: 21052
Engineer: AL Dare:
V ~rtical Design Level: ~oo r=-
D1.= ') psf LR= 1-'-" psf IL= psf
Member: r:l,~-1
~
Wi= /1,'111.(ISiv,:,)-:::'1--=t-~ __..,, W2=
t P1=
P2= Use: -:J.x/0
I, /'i I, Vmu= 3JD lbs V.u -Wtl lbs 1 '1
Rt -~30 lbs Mmax= //52 ft-lbs M.u= ;2. 6/<J-ft-lbs
RR= lbs l req'd -3~ jn◄ I= ?2 m◄
Member: !J:.~-l
W1= ,Sf~ X ""t' " ilSPU--
~ .,..-0 W2= l <>Pl,f"
s· t~t P1=
P2= Use: '-l>l I 0
1. f') ' I, It Vmax = o/'1-S lbs V.n-'1'8~ lbs
1 '1
R1,= <-/J.S-lbs M,nu-Ct.riD ft-lbs M.n-r, Z-l1. ft-lbs
RR --/7-!? lbs In,q'd = II in4 I = 2-J/ m◄
Member: ~1.-z
(~·½ W1= 2. (1s-r-v'):. :;.o l''-P.
~ W2=
P1= ~ {KB _,.) ,. '-()-S-~
).J tf t P2= Use: ~XIO
I, Ll ,S It Vmax = 1-oD lbs V.u-71.fv?.. lbs
1 TOO 1 (/1.,J'f R1, -lbs Mmu= iJ1>0 ft-lbs M.n= ft-lbs
RR= II lbs I,cq'd = (,5" in4 I= "s'f]. in4
Member:
W1=
W.2=
t t P,=
P2= Use:
I, I, V"""' = lbs v.11= lbs
1 '1 Rt.= lbs Mmu -ft-lbs M.n-ft-lbs
RR= lbs lrcq'd = m4 1-m◄
Qualls Engineering
Structural Engineering Services
Sheet: ~4 __ _
Project: Washington ADU Job#: 21052
Date: Engineer: AL ---------
fl'J, "" , v?,2. (' r ,. u,) ~ 'I r-l'LF
V.. I 1,-t> If
;v/ M ,W : •t.t fJl,f '/( (z • (;") /.
;2....
wf,..,.._I' &
1
/ 60 ~
¼u .. x,••(>/IIY3''~ 280# )((),7'
s,1'1Ars°"' sos
S'(.A.El;J
u) e-;L'f(V Jl,1Frt'~5 @((/'().{
Tl} ,1-u~A/ NI ¥ tPl2Ct
S·TVIIJ / ( iP)-Y.t ,.){ 3 "
~ ~W\fJ$0/J sas su:tv1-J s
t SI h1 PJttll "ST'f ~ ~T>'v+P
+-S-TVt.l rt> B~
V~ l,(. tr V 1M,..,
Jq 'I,; > I 1-0'1!
Qualls Engineering
Sttu<:tural Enpitt.rln& Scrvie.e•
Level Component Weight (psf)
Diaohramn I 15
Roof Diaohramn 2 15
Exterior Wall 15
Interior Wall 7
C, (ASD) W (lbs) V (lbs)
0.1 14 25,705 2,935
Ps
9.6
North-South
Level
Roof Peak
Roof
Direction
North-South
East-West
Height (ft)
14
11 24
Governing Load
Wind I 3.4 osf
Seismic r 3.1 nsf
Project: Washington ADU
Engineer: AL -------------
Lateral Analysis
Tributary Area {ft2)
Tributary Tributary Weight rweight
Length (ft) Height (ft) (lbs) (lbs)
940 14,100
0 0 25,705 122 11.0 20,130
40 I 11.0 3,0R0
V (psf)
3.1
Wind Check
East-West
Sheet: 5
Job #: 21052
Dace:
V, (psf) Level Diaphragm Height (ft) Depth ft) V, (psf)
3.4
Roof Peak
Roof
14
11 37 2.2
Qualls Engineering
Smic tural. EQgineeriQg Services
Direction Controlling
Load
North-South Wind
Level V,(psf) Grid
2
Roof 3.4 3
4
North-South
Level Grid
2
Roof 3
4
East-West
Level Grid
A
Roof B
C
Project: Washington ADU
Sheet: 6
Job#: 21052
Dace: Engineer: AL -------------
LATERAL DESIGN
Direction Controlling
Load
East-West Seismic
Trib Area /Wl V(lbs) Level V,(psf) Grid Trib Area lft21
350 1,188 A 130
130 441 Roof 3.1 B 480
480 1,629 C 350
Wall Length (ft)
Wall l Wall2 Total Minimum v (nlf) h:2w SW Type
11.25 1125 11.25 106 1.00 6E
4 4 4 1 IO 1.38 6E
7.75 7.75 7.75 210 1.00 6E
Wall Length (ft)
Wall 1 Wall 2 Total Minimum V (plJ) h:2w SW Type
8 8 8 51 1.00 6E
4.75 4.75 4.75 316 1.16 4E
6.25 6.25 6.25 175 1.00 6E
Overturning Analysis
I H.(ft) I Roof Dead (pol) Ext Wall Dead (pol) Int Wall Dead (psi)
I Roolf II 15 15 7 I
North-South L,.. min (ft) V (plf) Add'I M,., (ft-lbs) M,,.(ft-lbs) RoofTrib (ft) Ext Wall (ft) M,., (ft-lb,) T(lb•) HD
I 2 11.25 I06 13,067 I II 11,391 5S4 None
Roof I 3 4 110 4.853 1 11 1,440 997 HDL'2
I 4 7.75 210 17,921 I II 5,406 1,894 IIDL'2
East-West L.min (ft) v(t>ll) Add'I M., (ft-lbs) M,,. (ft-lbs) RoofTrib (ft) Ext Wall (ft) M,.. (ft-lbs) T (lbs) HD
I A 8 51 4.465 5 II 7.680 0 Nom·
Roof I B 4.75 316 16,487 7 11 3,046 2,966 HDL'2
I C 6.25 17S 12,022 7 11 5.273 1.259 IIDL'2
V (lbs)
406
1,499
1,093
Capacity (lbs)
600
3.075
Ca aci bs
600
.l,075
3.075
Qualls Engineering
StnKtw'al Engineerln& Service•
FOUNDATION DESIGN
Project: Washington ADU
Engineer: _AL _________ _
Sheet: --'-7 __ _
Job#: 21052
Date:
Allowable Soils Bearing Capacity
Foundation design
2,500 psf
b = 12
d = 24 _:J 12
24
2 #4
inch wide x
inch deep footing with
top and bottom
Allowable Max Line Load
W max = b X ASBP
Allowable Max Point Load
P max = b X 2d X ASBP
Spread Footing Design
1::=::======
= 2,500 plf
= 10,000 lbs
2 P max = b X ASBP
F2 = 2 foot square footing with 3 # 4 each way @ btm
pmax = 10,000 lbs
F2.5 = 2.5 foot square footing with 3 # 4 each way @ btm
Pmax = 15,625 lbs
F3 = 3 foot square footing with 4 # 4 each way @ btm
Pmax = 22,500 lbs
F3.5 = 3.5 foot square footing with 4 # 4 each way @ btm
Pmax = 30,625 lbs
F4 = 4 foot square footing with 5 # 4 each way @ btm
pmax = 40,000 lbs
FS = 5 foot square footing with 6 # 4 each way @ btm
Pmax = 62,500 lbs
Construction Testing & Engineering, Inc.
Inspection I Testing I Geotechnical I Environmental & Construction Engineering I Civil Engineering I Surveying
PRELIMINARY GEOTECHNICAL INVESTIGATION
PROPOSED WASHINGTON ADU
1738 ORIOLE COURT
CARLSBAD, CALIFORNIA
Prepared for:
MR. ALVIN WASHINGTON
P.O. BOX 1212
CARLSBAD, CALIFORNIA
Prepared by:
CONSTRUCTION TESTING & ENGINEERING, INC.
1441 MONTIEL ROAD, SUITE 115
ESCONDIDO, CALIFORNIA 92026
CTE JOB NO.: 10-159920 MARCH 1, 2021
1441 Montiel Road, Suite 115 I Escondido, CA 92026 I Ph (760) 746-4955 Fax (760) 746-9806 I www.cte-inc.net
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TABLE OF CONTENTS
1.0 INTRODUCTION AND SCOPE OF SERVICES ................................................................. 1
1.1 Introduction ............................................................................................................... 1
1.2 Scope of Services ....................................................................................................... I
2.0 SITE DESCRIPTION ............................................................................................................ I
3.0 FIELD INVESTIGATION AND LABO RA TORY TESTING ............................................... 2
3.1 Field Investigation ..................................................................................................... 2
3.2 Laboratory Testing ..................................................................................................... 2
4.0 GEOLOGY ........................................................................................................................... 3
4.1 General Setting .......................................................................................................... 3
4.2 Geologic Conditions .................................................................................................. 3
4.2.1 Quaternary Previously Placed Fill. ............................................................... 3
4.2.2 Tertiary Santiago Formation ....................................................................... .4
4.3 Groundwater Conditions ........................................................................................... .4
4.4 Geologic Hazards ..................................................................................................... .4
4.4.1 Surface Fault Rupture ................................................................................. .4
4.4.2 Local and Regional Faulting ........................................................................ 5
4.4.3 Liquefaction and Seismic Settlement Evaluation ......................................... 6
4.4.4 Tsunamis and Seiche Evaluation ................................................................. 7
4.4.5 Landsliding ................................................................................................. 7
4.4.6 Compressible and Expansive Soils .............................................................. 7
4.4.7 Corrosive Soils ............................................................................................ 8
5.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................. 9
5.1 General ...................................................................................................................... 9
5.2 Site Preparation ......................................................................................................... 9
5.3 Site Excavation ........................................................................................................ 11
5.4 Fill Placement and Compaction ................................................................................ 11
5.5 Fill Materials ........................................................................................................... 11
5.6 Temporary Construction Slopes ............................................................................... 12
5.7 Foundation and Slab Recommendations ................................................................... 13
5.7.1 Foundations ............................................................................................... 13
5. 7.2 Foundation Settlement.. ............................................................................. 15
5.7.3 Foundation Setback ................................................................................... 15
5. 7.4 Interior Concrete Slabs .............................................................................. 15
5.8 Seismic Design Criteria ........................................................................................... 16
5.9 Lateral Resistance and Earth Pressures ..................................................................... 17
5.10 Exterior Flatwork ................................................................................................... 19
5.11 Drainage ................................................................................................................ 20
5.12 Slopes .................................................................................................................... 20
5.13 Controlled Low Strength Materials (CLSM) .......................................................... 21
5.14 Plan Review ........................................................................................................... 22
5.15 Construction Observation ....................................................................................... 22
6.0 LIMITATIONS OF INVESTIGATION .............................................................................. 23
FIGURES
FIGURE 1
FIGURE 2
FIGURE 3
FIGURE 4
APPENDICES
APPENDIX A
APPENDIX B
APPENDIX C
APPENDIX D
SITE LOCATION MAP
GEOLOGIC/EXPLORATION LOCATION MAP
REGIONAL FAULT AND SEISMICITY MAP
RETAINING WALL DRAINAGE DETAIL
REFERENCES
FIELD EXPLORATION METHODS AND BORING LOGS
LABO RA TORY METHODS AND RESULTS
STANDARD GRADING SPECIFICATIONS
Preliminary Geotechnical Investigation
Proposed Washington ADU
Page 1
1738 Oriole Court, Carlsbad, California
March I, 2021 CTE Job No. 1 O-l 5992G
1.0 INTRODUCTION AND SCOPE OF SERVICES
1.1 Introduction
Construction Testing and Engineering, Inc. (CTE) has completed a geotechnical investigation and
report providing conclusions and recommendations for the proposed ADU with associated flatwork,
utilities, and other minor improvements. CTE has performed this work in general accordance with
the terms of proposal G-5248-A dated January 28, 2021. Preliminary geotechnical recommendations
for excavations, fill placement, and foundation design for the proposed improvements are presented
herein.
1.2 Scope of Services
The scope of services provided included:
• Review of readily available geologic and soils reports.
• Coordination of USA utility mark-out and location.
• Excavation of exploratory borings and soil sampling utilizing limited-access manual excavation
equipment.
• Laboratory testing of selected soil samples.
• Description of the site geology and evaluation of potential geologic hazards.
• Engineering and geologic analysis.
• Preparation of this preliminary geotechnical report.
2.0 SITE DESCRJPTION
The subject site is located at 1738 Oriole Court in Carlsbad, California (Figure 1 ). The site is
bounded by Oriole Court to the south, Poinsettia Lane to the north, and residences to the east and
west. The site area is illustrated on Figure 1. The site is currently developed with a single-story
residential structure with associated flatwork, utilities, and landscaping. Based on reconnaissance
and review of general site topography, the proposed improvement area of the site is generally flat at
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Preliminary Geotechnical Investigation
Proposed Washington ADU
1738 Oriole Court, Carlsbad, California
March 1, 2021
Page 2
CTE Job No. 10-159920
an approximate elevation of256 feet above mean sea level (ms!). The proposed site improvements
are depicted on Figure 2.
3.0 FIELD INVESTIGATION AND LABORATORY TESTING
3.1 Field Investigation
CTE performed the subsurface investigation on February 17, 2021 to evaluate underlying soil
conditions. This fieldwork consisted of site reconnaissance and the excavation of two exploratory
soil borings. The borings were advanced to a maximum explored depth of approximately 3.5 feet
below existing ground surface (bgs). The borings were excavated with a manually advanced auger
due to limited access. Bulk samples were collected from the cuttings. Approximate locations of the
exploratory soil borings and test holes are shown on the attached Figure 2.
Soils were logged in the field by a CTE Engineering Geologist, and were visually classified in
general accordance with the Unified Soil Classification System (USCS). The field descriptions have
been modified, where appropriate, to reflect laboratory test results. Boring logs, including
descriptions of the soils encountered, are included in Appendix B.
3.2 Laboratory Testing
Laboratory tests were conducted on selected soil samples for classification purposes, and to evaluate
physical properties and engineering characteristics. Laboratory tests included: Expansion Index and
Chemical Characteristics. Test descriptions and laboratory test results are included in Appendix C.
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Preliminary Geotechnical Investigation
Proposed Washington ADU
1738 Oriole Court, Carlsbad, California
March I, 2021
4.1 General Setting
Page 3
CTE Job No. I 0-15992G
4.0 GEOLOGY
The City of Carlsbad is located within the Peninsular Ranges physiographic province that is
characterized by northwest-trending mountain ranges, intervening valleys, and predominantly
northwest trending regional faults. The San Diego Region can be subdivided into the coastal plain
area, central mountain-valley area and eastern mountain valley area. The project site is located
within the coastal plain area that is characterized by a locally eroded basement surface consisting of
Jurassic and Cretaceous crystalline rocks overlain by Tertiary and Quaternary sedimentary deposits.
4.2 Geologic Conditions
Based on the regional geologic map prepared by Kennedy and Tan (2007), the near surface geologic
unit underlying the site consists of Tertiary Santiago Formation. However, based on recent
explorations at the site Quaternary Previously Placed Fill was observed overlying the Santiago
Formation. Surficial geologic materials are depicted on Figure 2.
4.2.1 Quaternary Previously Placed Fill
Where observed, the Previously Placed Fill generally consists of loose to medium dense,
dark brown, silty to clayey fine to medium grained sand. Previously Placed Fill was
observed to a depth of approximately 2.9 feet (bgs) in Boring B-2. Isolated areas with
deeper fill may be encountered during b>rading and construction.
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Preliminary Geotechnical Investigation
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1738 Oriole Court, Carlsbad, California
March 1, 2021
4.2.2 Tertiary Santiago Formation
Page 4
CTE Job No. 1 O-l 5992G
Where observed, the underlying Santiago Formation generally consists of dense to very
dense, light gray, silty fine grained sandstone. This unit is anticipated at depth throughout
the site.
4.3 Groundwater Conditions
A stabilized groundwater table was not encountered in either of the borings. While groundwater
conditions may vary, especially following periods of sustained precipitation or irrigation, it is
generally not anticipated to adversely affect completed improvements, if irrigation is limited and
proper site drainage is designed, installed, and maintained per the recommendations of the project
civil engineer. However, shallow seepage was encountered in the area of Boring B-1 that could
potentially impact excavation and grading activities in localized site areas.
4.4 Geologic Hazards
Geologic hazards that were considered to have potential impacts to site development were evaluated
based on field observations, literature review, and laboratory test results. It appears that geologic
hazards at the site are primarily limited to those caused by shaking from earthquake-generated
ground motions. The following paragraphs discuss the geologic hazards considered and their
potential risk to the site.
4.4.1 Surface Fault Rupture
In accordance with the Alquist-Priolo Earthquake Fault Zoning Act, (ACT), the State of
California established Earthquake Fault Zones around known active faults. The purpose of
the ACT is to regulate the development of structures intended for human occupancy near
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1738 Oriole Court, Carlsbad, California
March I, 2021
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CTE Job No. IO-l 5992G
active fault traces m order to mitigate hazards associated with surface fault rupture.
According to the California Geological Survey (Special Publication 42, Revised 2018), a
fault that has had surface displacement within the last 11,700 years is defined as a Holocene-
active fault and is either already zoned or is pending zonation in accordance with the ACT.
There are several other definitions of fault activity that are used to regulate dams, power
plants, and other critical facilities, and some agencies designate faults that are documented as
older than Holocene (last 11,700 years) and younger than late Quaternary ( 1.6 million years)
as potentially active faults that are subject to local jurisdictional regulations.
Based on the site reconnaissance and review of referenced literature, the site is not located
within a State-designated Earthquake Fault Zone, no known active fault traces underlie or
project toward the site, and no known potentially active fault traces project toward the site.
4.4.2 Local and Regional Faulting
The United States Geological Survey (USGS), with support of State Geological Surveys, and
reviewed published work by various researchers, have developed a Quaternary Fault and
Fold Database of faults and associated folds that are believed to be sources of earthquakes
with magnitudes greater than 6.0 that have occurred during the Quaternary (the past 1.6
million years). The faults and folds within the database have been categorized into four
Classes (Class A-D) based on the level of evidence confirming that a Quaternary fault is of
tectonic origin and whether the structure is exposed for mapping or inferred from fault
related deformational features. Class A faults have been mapped and categorized based on
age of documented activity ranging from Historical faults (activity within last 150 years),
Latest Quaternary faults (activity within last 15,000 years), Late Quaternary (activity within
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last I 30,000 years), to Middle to late Quaternary (activity within last 1.6 million years). The
Class A faults are considered to have the highest potential to generate earthquakes and/or
surface rupture, and the earthquakes and surface rupture potential generally increases from
oldest to youngest. The evidence for Quaternary deformation and/or tectonic activity
progressively decreases for Class B and Class C faults. When geologic evidence indicates
that a fault is not of tectonic origin it is considered to be a Class D structure. Such evidence
includes joints, fractures, landslides, or erosional and fluvial scarps that resemble fault
features, but demonstrate a non-tectonic origin.
The nearest known Class A fault is the Newport Inglewood Fault Zone (<15,000 years),
which is approximately 9.9 kilometers west of the site. The attached Figure 3 shows
regional faults and seismicity with respect to the site.
4.4.3 Liquefaction and Seismic Settlement Evaluation
Liquefaction occurs when saturated fine-grained sands or silts lose their physical strengths
during earthquake-induced shaking and behave like a liquid. This is due to loss of
point-to-point grain contact and transfer of normal stress to the pore water. Liquefaction
potential varies with water level, soil type, material gradation, relative density, and probable
intensity and duration of ground shaking. Seismic settlement can occur with or without
liquefaction; it results from densification of loose soils.
The proposed structural improvements at site are underlain at shallow depths by dense to
very dense Tertiary Santiago Formation. Based on the noted subsurface conditions, the
potential for liquefaction or significant seismic settlement at the site is considered to be low.
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4.4.4 Tsunamis and Seiche Evaluation
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CTE Job No. IO-I 5992G
According to McCulloch ( 1985), the potential in the San Diego County coastal area for
"I 00-year" and "500-year" tsunami waves is approximately five and eight feet, or less. This
suggests that there is a low probability of a tsunami reaching the site based on elevation of
the area. The site is not located in a zone of potential tsunami inundation based on
emergency planning maps prepared by California Emergency Management Agency and
CGS. In addition, oscillatory waves (seiches) are considered unlikely due to the absence of
nearby confined bodies of water.
4.4.5 Landsliding
According to mapping by Tan (1995), the site is located in Relative Landslide Susceptibility
Area 3-1, which is described as "Generally Susceptible" to landsliding. Kennedy and Tan
(2008) do not indicate the presence of mapped landslides at the subject site. In addition,
field observations did not indicate the presence of deep gross instabilities. Based on the
investigation findings, the potential for landslides at the subject site is considered to be low.
4.4.6 Compressible and Expansive Soils
The near surface Previously Placed Fill is considered to be potentially compressible in its
current condition. Therefore, it is recommended that these soils be overexcavated, where
necessary, and properly compacted beneath proposed improvement areas as recommended
herein and as determined to be necessary during construction. Based on the field data, site
observations, and CTE's experience with similar soils in the vicinity of the site, dense
underlying native materials are not considered to be subject to significant compressibility
under the anticipated loads.
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Based on laboratory testing, soils at the site are anticipated to exhibit Low expansion
potential (Expansion Index of 50 or less). However, expansive clays are known to exist in
the area and may be encountered during site excavations and grading. Additional evaluation
of near-surface soils should be performed based on field observations performed during
grading and excavation activities.
4.4.7 Corrosive Soils
Testing ofrepresentative site soils was performed to evaluate the potential corrosive effects
on concrete foundations and buried metallic utilities. Soil environments detrimental to
concrete generally have elevated levels of soluble sulfates and/or pH levels less than 5.5.
According to the American Concrete Institute (AC!) Table 3 l 8 4.3. l, specific guidelines
have been provided for concrete where concentrations of soluble sulfate (SO4) in soil exceed
0.10 percent by weight. These guidelines include low water:cement ratios, increased
compressive strength, and specific cement type requirements. A minimum resistivity value
less than approximately 5,000 ohm-cm and/or soluble chloride levels in excess of 200 ppm
generally indicate a corrosive environment for buried metallic utilities and untreated
conduits.
Chemical test results indicate that near-surface soils at the site generally present a negligible
corrosion potential for Portland cement concrete. Based on resistivity and chloride testing,
regional soils have generally been interpreted to generally have a moderate corrosivity
potential to buried metallic improvements. Based on these findings, it may be prudent to
utilize plastic piping and conduits where buried and feasible. However, CTE does not
practice corrosion engineering. Therefore, if corrosion of metallic or other improvements is
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of more significant concern, a qualified corrosion engineer could be consulted. Corrosivity
of site improvements should be reevaluated following completion of site specific chemical
testing.
5.0 CONCLUSIONS AND RECOMMENDATIONS
5.1 General
CTE concludes that the proposed improvements on the site are feasible from a geotechnical
standpoint, provided the preliminary recommendations in this report are incorporated into the design
and construction of the project. Preliminary recommendations for the proposed earthwork and
improvements are included in the following sections and Appendix D. However, recommendations
in the text of this report supersede those presented in Appendix D should conflicts exist. These
preliminary recommendations should either be confirmed as appropriate or updated following
preparation of more precise project plans, and following required excavations, demolition of existing
improvements, and observations during site preparation.
5.2 Site Preparation
Prior to grading, areas to receive improvements should be cleared of existing debris and deleterious
materials. Objectionable materials, such as construction or demolition debris and vegetation not
suitable for structural backfill should be properly disposed of off-site. Based on site conditions and
the presence of existing adjacent improvements, recommendations for foundations that extend to the
depth of suitable forrnational material have been provided in order to help minimize overexcavation
and grading in the limited improvement area. For slab support, site soils should be excavated to a
minimum depth of 12 inches below subgrade in proposed slab on grade areas. However ifunsuitable
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material is encountered below the recommended 12-inch overexcavation, additional excavation may
be recommended. If excavations encroach upon property lines or adjacent structures the temporary
excavation should generally be sloped at a I: I (horizontal to vertical) down to the prescribed
overexcavation depth. Depending upon proximity, overexcavation in slots may be recommended by
the geotechnical engineer. Recommendations for footings founded on properly overexcavated and
recompacted fill can also be provided if appropriate, following completion of project design and
determination of proposed site elevations.
Overexcavations for proposed surface improvement areas, such as pavement or flatwork should be
conducted to a minimum depth of one foot below proposed subgrade, or to the depth of suitable
native material, whichever is shallower.
If encountered, existing below-ground utilities should be redirected around proposed structures.
Existing utilities at an elevation to extend through the proposed footings should generally be sleeved
and caulked to minimize the potential for moisture migration below the building slabs. Abandoned
pipes exposed by grading should be securely capped or filled with minimum two-sack cement/sand
slurry to help prevent moisture from migrating beneath foundation and slab soils.
A geotechnical representative from CTE should observe the exposed ground surface prior to
placement of compacted fill or improvements, to verify the competency of exposed subgrade
materials. If unsuitable material is observed at recommended excavation depths, additional
excavation may be recommended during grading. After approval by this office, the exposed
subgrades to receive fill should be scarified a minimum of eight inches, moisture conditioned, and
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properly compacted prior to fill placement.
5.3 Site Excavation
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CTE Job No. IO-l 5992G
Based on CTE's observations, shallow excavations at the site should generally be feasible using
well-maintained heavy-duty construction equipment run by experienced operators. Excavation
within the underlying Santiago Formation will become more difficult with depth.
5.4 Fill Placement and Compaction
Following the recommended overexcavation and removal of loose or disturbed soils, areas to receive
fills should be scarified approximately eight inches, moisture conditioned, and properly compacted.
Fill and backfill should be compacted to a minimum relative compaction of 90 percent at above
optimum moisture content (three percent above optimum for clayey soils), as evaluated by ASTM D
1557. The optimum lift thickness for fill soil depends on the type of compaction equipment used.
Generally, backfill should be placed in uniform, horizontal lifts not exceeding eight inches in loose
thickness. Fill placement and compaction should be conducted in conformance with local
ordinances, and should be observed and tested by a CTE geotechnical representative.
5.5 Fill Materials
Properly moisture conditioned, low expansion potential soils derived from the on-site materials are
considered suitable for reuse on the site as compacted fill. If used, these materials should be
screened of organics and materials generally greater than three inches in maximum dimension.
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Irreducible materials greater than three inches in maximum dimension should not be used in shallow
fills (within three feet of proposed grades). In utility trenches, adequate bedding should surround
pipes.
Imported fill beneath structures and flatwork should have an Expansion Index of20 or less (ASTM
D 4829). Imported fill soils for use in structural or slope areas should be evaluated by the soils
engineer being imported to the site.
If proposed, retaining walls backfill located within a 45-degree wedge extending up from the bottom
of the heel foundation of the wall should consist of soil having an Expansion Index of 20 or less
(ASTM D 4829) with less than 30 percent passing the No. 200 sieve. The upper 12 to 18 inches of
wall backfill should consist of lower permeability soils, in order to reduce surface water infiltration
behind walls. The project structural engineer and/or architect should detail proper wall backdrains,
including gravel drain zones, fills, filter fabric and perforated drain pipes. A conceptual wall
drainage detail is provided in Figure 4.
5.6 Temporary Construction Slopes
The following recommended slopes should be relatively stable against deep-seated failure, but may
experience localized sloughing. On-site soils are considered Type B and Type C soils with
recommended slope ratios as set forth in Table 5.6.
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. TA~LES.6 . . .....
•m::oM~llP TE~ORARYSLOPE RA'fJOS
SOIL TYPE
B (Tertiary Santiago Formation)
C (Previously Placed Fill)
SLOPE RATIO
(Horizontal: vertical)
1:1 (OR FLATTER)
1.5:1 (OR FLATTER)
MAXIMUM HEIGHT
5 Feet
5 Feet
Actual field conditions and soil type designations must be verified by a "competent person" while
excavations exist, according to Cal-OSHA regulations. In addition, the above sloping
recommendations do not allow for surcharge loading at the top of slopes by vehicular traffic,
equipment or materials. Appropriate surcharge setbacks must be maintained from the top of all
unshored slopes.
5.7 Foundation and Slab Recommendations
The following recommendations are for preliminary design purposes only. These foundation
recommendations should be re-evaluated after review of the project grading and foundation/building
plans, and after completion of rough grading of the building pad areas. Upon completion ofrough
pad grading, Expansion Index of near surface soils should be verified, and these recommendations
should be updated, if necessary.
5.7.1 Foundations
Following the recommended preparatory pad area grading, continuous and isolated spread
footings are anticipated to be suitable for use at this site. In lieu of overexcavation and
recompaction beneath proposed foundations, recommendations have been provided for
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footings to be extended through the fill and into the underlying dense formational materials.
It is anticipated that suitable dense native bearing material will be encountered at, or slightly
below, the bottom of the fill at an approximate depth of33 inches, as observed in boring B-2.
Therefore, localized areas of deeper unsuitable soils may be encountered that would require
additional excavation for proposed footings. The additional foundation depth may be
backfilled with a minimum three-sack cement/ sand slurry to the proposed bottom of
foundation elevation (see section 5.14).
Proposed foundation dimensions and reinforcement should be based on an allowable bearing
value of 2,500 pounds per square foot for footings founded in competent formational
materials and embedded a minimum of 24 inches below the lowest adjacent subgrade
elevation or a minimum of six inches into dense formational material, whichever is greater.
If deepened footings are proposed, the bearing value may be increased by 250 psffor each
additional six inches of embedment up to a maximum static value of 3,000 psf. The above
bearing values may also be increased by one third for short duration loading which includes
the effects of wind or seismic forces. An uncorrected subgrade modulus of 150 pounds per
cubic inch is considered suitable for elastic foundation design.
Minimum footing reinforcement for continuous footings should consist of four No. 4
reinforcing bars; two placed near the top and two placed near the bottom or as per the project
structural engineer. If applicable, the structural engineer should design isolated footing
reinforcement. Footing excavations should be maintained at above optimum moisture
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content until concrete placement. Foundation excavations that are allowed to desiccate may
require presoaking just prior to concrete placement.
5.7.2 Foundation Settlement
For structures founded in competent formational material, the maximum total static
settlement is expected to be on the order of one inch and the maximum differential
settlement is expected to be on the order of 0.5 inch over a distance of 50 feet. Due to the
generally dense nature of underlying native materials, dynamic settlement is not expected to
adversely affect the proposed improvements.
5. 7 .3 Foundation Setback
Footings for structures founded entirely in native materials should be designed such that the
horizontal distance from the face of adjacent descending slopes to the outer edge of the
footing is a minimum of IO feet. In addition, foundations should bear beneath an imaginary
1: I plane extended up from the nearest bottom edge of adjacent parallel trenches or
excavations located generally within 10 feet. Deepening of affected footings should be a
suitable means of attaining the prescribed setbacks.
5. 7.4 Interior Concrete Slabs
Lightly loaded interior concrete slabs for non-traffic areas should be a minimum of 4.5
inches thick, or slabs should be designed and detailed per recommendations of the project
structural engineer. Minimum reinforcement for lightly loaded slabs should consist of#4
reinforcing bars placed on maximum 18-inch centers, each way, at or above mid-slab height,
but with proper cover or as per the recommendations of the project structural engineer. Slabs
subjected to heavier loads or traffic will require thicker slab sections and/or increased
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reinforcement.
Page 16
CTE Job No. I0-15992G
In moisture-sensitive non-traffic floor areas, a suitable vapor retarder of at least 15-mil
thickness (with all laps or penetrations sealed or taped) overlying a four-inch layer of
consolidated aggregate base or gravel (with SE of 30 or more) should be installed. An
optional maximum two-inch layer of similar material may be placed above the vapor retarder
to help protect the membrane during steel and concrete placement. This recommended
protection is generally considered typical in the industry. If proposed floor areas or
coverings are considered especially sensitive to moisture emissions, additional
recommendations from a specialty consultant could be obtained. CTE is not an expert at
preventing moisture penetration through slabs. A qualified architect or other experienced
professional should be contacted if moisture penetration is a more significant concern.
A 130-pci subgrade modulus is considered suitable for elastic design of minimally embedded
improvements such as slabs-on-grade. Subgrade materials should be maintained at a
minimum of two percent above optimum moisture content until slab underlayment and
concrete are placed.
5.8 Seismic Design Criteria
The seismic ground motion values listed in the table below were derived in accordance with the
ASCE 7-16 Standard that is incorporated into the 2019 California Building Code. This was
accomplished by establishing the Site Class based on the soil properties at the site, and calculating
site coefficients and parameters using the using the SEAOC-OSHPD U.S. Seismic Design Maps
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CTE Job No. I 0-159920
application. These values are intended for the design of structures to resist the effects of earthquake
ground motions for the site coordinates 33.1081 ° latitude and-117.2735° longitude, as underlain by
soils corresponding to site Class C.
,, TABLES.8 ,, ··• ,' , ___ ,
"''
' ,,.
' '
, SEISMIC~OUNDMO't~ONYALUES(CODE-BASEti~t , ,
· · ,.. 20l9CBC\~DASCE 7-16 ·, · , "<,,, •.. , ::/·i\f~< . ' ' ' '
PARAMETER VALUE 2019 CBC/ASCE 7-16
REFERENCE
Site Class C ASCE 16. Chapter 20
Mapped Spectral Response 0.999 Figure 1613.2.1 (I) Acceleration Parameter, Ss
Mapped Spectral Response 0.363 Figure 1613.2.1 (2) Acceleration Parameter, S1
Seismic Coefficient, Fa 1.200 Table 1613.2.3 (1)
Seismic Coefficient, F v 1.500 Table 1613.2.3 (2)
MCE Spectral Response 1.199 Section 1613.2.3 Acceleration Parameter, SMs
MCE Spectral Response 0.545 Section 1613.2.3 Acceleration Parameter, SM1
Design Spectral Response 0.799 Section 1613.2.5(1) Acceleration, Parameter Sos
Design Spectral Response 0.363 Section 1613.2.5 (2) Acceleration, Parameter S01
Peak Ground Acceleration PGAM 0.525 ASCE 16. Section 11.8.3
5.9 Lateral Resistance and Earth Pressures
Lateral loads acting against structures may be resisted by friction between the footings and the
supporting soil or passive pressure acting against structures. If frictional resistance is used,
allowable coefficients of friction of0.30 (total frictional resistance equals the coefficient of friction
multiplied by the dead load) for concrete cast directly against compacted fill or native material is
recommended. A design passive resistance value of 250 pounds per square foot per foot of depth
(with a maximum value of 2,000 pounds per square foot) may be used. The allowable lateral
resistance can be taken as the sum of the frictional resistance and the passive resistance, provided the
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CTE Job No. l 0-15992G
passive resistance does not exceed two-thirds of the total allowable resistance.
Proposed retaining walls backfilled using select granular soils may be designed using the equivalent
fluid unit weights given in table below.
WALL TYPE
CANTILEVER WALL
(YIELDING)
RESTRAINED WALL
LEVEL BACKFILL
45
55
SLOPE BACKFILL
2:1 (HORIZONTAL:
VERTICAL
55
65
Lateral pressures on cantilever retaining walls (yielding walls) over six feet high due to earthquake
motions may be calculated based on work by Seed and Whitman ( 1970). The total lateral earth
pressure against a properly drained and backfilled cantilever retaining wall above the groundwater
level can be expressed as:
PAE= PA+ ti.PAE
For non-yielding (or "restrained") walls, the total lateral earth pressure may be similarly calculated
based on work by Wood (1973):
Where P Alb = Static Active Earth Pressure = GhH2/2
PKlb = Static Restrained Wall Earth Pressure= GhH2/2
ti.PAFlb = Dynamic Active Earth Pressure Increment= (3/8) kh yH 2
i'i.PKE/b = Dynamic Restrained Earth Pressure Increment= kh yH2
b = unit length of wall (usually l foot)
kh = 1/2* PGAm (PGAm given previously Table 5.8)
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Preliminary Geotechnical Investigation
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March 1, 2021
Gh = Equivalent Fluid Unit Weight (given previously Table 5.9)
H = Total Height of the retained soil
y = Total Unit Weight of Soil"" 135 pounds per cubic foot
Page 19
CTE Job No. 1 0-l 5992G
*It is anticipated that the 1 /2 reduction factor will be appropriate for proposed walls that are not substantially sensitive to
movement during the design seismic event. Proposed walls that are more sensitive to such movement could utilize a2/3
reduction factor. If any proposed walls require minimal to no movement during the design seismic event, no reduction
factor to the peak ground acceleration should be used. The project structural engineer of record should detennine the
appropriate reduction factor to use ( if any) based on the specific proposed wall characteristics.
The static and increment of dynamic earth pressure in both cases may be applied with a line ofaction
located at H/3 above the bottom of the wall (SEAOC, 2013).
These values assume non-expansive backfill and free-draining conditions. Measures should be taken
to prevent moisture buildup behind all retaining walls. Drainage measures should include free-
draining backfill materials and sloped, perforated drains. These drains should discharge to an
appropriate off-site location. Waterproofing and drains for waterproofing may be necessary due to
the descending slope to the north and anticipated irrigation runoff and accumulation. It is
recommended that drains be constructed low enough so that water cannot rise above the top of
interior building slab or finish floor elevation, and preferably well below the bottom of slab
elevations. Waterproofing should be as specified and detained by the project architect or other
specialty consultant.
5.10 Exterior Flatwork
Flatwork should be installed with crack-control joints at appropriate spacing as designed by the
project architect to reduce the potential for cracking in exterior flatwork caused by minor movement
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CTE Job No. I 0-l 5992G
of subgrade soils and concrete shrinkage. Additionally, it is recommended that flatwork be installed
with at least number 4 reinforcing bars at 18-inch centers, each way, at or above mid-height of slab,
but with proper concrete cover, or with other reinforcement per the applicable project designer.
Flatwork that should be installed with crack control joints, includes driveways, sidewalks, and
architectural features. All subgrades should be prepared according to the earthwork
recommendations previously given before placing concrete. Positive drainage should be established
and maintained next to all flatwork. Subgrade materials should be maintained at a minimum of two
percent above optimum moisture content until the time of concrete placement.
5 .11 Drainage
Surface runoff should be collected and directed away from improvements by means of appropriate
erosion-reducing devices and positive drainage should be established around the proposed
improvements. Positive drainage should be directed away from improvements at a gradient of at
least two percent for a distance of at least five feet. However, the project civil engineers should
evaluate the on-site drainage and make necessary provisions to keep surface water from affecting the
site.
Generally, CTE recommends against allowing water to infiltrate building pads or adjacent to slopes.
CTE understands that some agencies are encouraging the use of storm-water cleansing devices. Use
of such devices tends to increase the possibility of adverse effects associated with high groundwater.
5.12 Slopes
Based on anticipated soil strength characteristics minor slopes, if proposed, slopes should be
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constructed at ratios of2:1 (horizontal: vertical) or flatter. These slope inclinations should exhibit
factors of safety greater than 1.5.
Although properly constructed slopes on this site should be grossly stable, the soils will be
somewhat erodible. Therefore, runoff water should not be permitted to drain over the edges of
slopes unless that water is confined to properly designed and constructed drainage facilities.
Erosion-resistant vegetation should be maintained on the face of all slopes. Typically, soils along
the top portion ofa fill slope face will creep laterally. CTE recommends against building distress-
sensitive hardscape improvements within five feet of slope crests.
5.13 Controlled Low Strength Materials (CLSM)
Controlled Low Strength Materials (CLSM) may be used in deepened footing excavation areas,
building pads, and/or adjacent to retaining walls or other structures, provided the appropriate
following recommendations are also incorporated. Minimum overexcavation depths recommended
herein beneath slabs, flatwork, and other areas may be applicable beneath CLSM if/where CLSM is
to be used, and excavation bottoms should be observed by CTE prior to placement ofCLSM. Prior
to CLSM placement, the excavation should be free of debris, loose soil materials, and water. Once
specific areas to utilize CLSM have been determined, CTE should review the locations to determine
if additional recommendations are appropriate.
CLSM should consist of a minimum three-sack cement/sand slurry with a minimum 28-day
compressive strength of I 00 psi ( or equal to or greater than the maximum allowable short term soil
bearing pressure provided herein, whichever is higher) as determined by ASTM D4832. If re-
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March I , 202 I
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CTE Job No. 10-15992G
excavation is anticipated, the compressive strength of CLSM should generally be limited to a
maximum of l 50 psi per AC! 229R-99. Where re-excavation is required, two-sack cement/sand
slurry may be used to help limit the compressive strength. The allowable soils bearing pressure and
coefficient of friction provided herein should still govern foundation design. CLSM may not be used
in lieu of structural concrete where required by the structural engineer.
5.14 Plan Review
CTE should be authorized to review the project grading and foundation/building plans prior to
commencement of earthwork in order to provide additional evaluation and recommendations, as is
anticipated to be necessary; especially for the proposed improvements at the northern limits of the
site.
5.15 Construction Observation
The recommendations provided in this report are based on preliminary design information for the
proposed construction and the subsurface conditions observed in the soil borings. The interpolated
subsurface conditions should be confirmed by CTE once more precise project plans are available and
during construction with respect to anticipated conditions. Upon completion of precise grading, if
necessary, soil samples will be collected to evaluate as-built Expansion Index. Foundation
recommendations may be revised upon completion of grading, and as-built laboratory tests results.
Additionally, soil samples should be taken in pavement subgrade areas upon rough grading to refine
pavement recommendations as necessary.
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CTE Job No. 10-159920
Recommendations provided in this report are based on the understanding and assumption that CTE
will provide the observation and testing services for the project. All earthwork should be observed
and tested in accordance with recommendations contained within this report. CTE should evaluate
footing excavations before reinforcing steel placement.
6.0 LIMITATIONS OF INVESTIGATION
The field evaluation, laboratory testing and geotechnical analysis presented in this report have been
conducted according to current engineering practice and the standard of care exercised by reputable
geotechnical consultants performing similar tasks in this area. No other warranty, expressed or
implied, is made regarding the conclusions, recommendations and opinions expressed in this report.
Variations may exist and conditions not observed or described in this report may be encountered
during construction. This report is prepared for the project as described. It is not prepared for any
other property or party.
The recommendations provided herein have been developed in order to reduce the post-construction
movement of site improvements related to soil expansion and settlement. However, even with the
design and construction recommendations presented herein, some post-construction movement and
associated distress may occur.The findings of this report are valid as of the present date. However,
changes in the conditions of a property can occur with the passage of time, whether they are due to
natural processes or the works of man on this or adjacent properties. In addition, changes in
applicable or appropriate standards may occur, whether they result from legislation or the
broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or
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March 1, 202 I
Page 24
CTE Job No. IO-l 5992G
partially by changes outside CTE' s involvement. Therefore, this report is subject to review and
should not be relied upon after a period of three years.
CTE's conclusions and recommendations are based on an analysis of the observed conditions. If
conditions different from those described in this report are encountered, CTE should be notified and
additional recommendations, if required, will be provided subject to CTE remaining as authorized
geotechnical consultant ofrecord. This report is for use of the project as described. It should not be
utilized for any other project.
CTE appreciates this opportunity to be of service on this project. If you have any questions
regarding this report, please do not hesitate to contact the undersigned.
Respectfully submitted,
CONSTRUCTION TESTING & ENGINEERING, INC.
Dan T. Math, GE #2665
Principal Geotechnical Engineer
Aaron J. Beeby, CEG #2603
Project Geologist
AJB/ DTM/JFL
Jay F. Lynch, CEG #1890
Principal Engineering Geologist
S:\Projects\l 0-1 5000 to 10-15999 Projects\! 0-J 5992G (Washington ADU)\Rpt_Geotechnical Oriole ADU.doc
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SITE INDEX MAP
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SCALE: DATE:
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APPENDIX A
REFERENCES
REFERENCES
I. American Society for Civil Engineers, 2019, "Minimum Design Loads for Buildings and
Other Structures," ASCE/SEI 7-16.
2. ASTM, 2002, "Test Method for Laboratory Compaction Characteristics of Soil Using
Modified Effort," Volume 04.08
3. California Building Code, 2019, "California Code of Regulations, Title 24, Part 2, Volume 2
of 2," California Building Standards Commission, published by ICBO, June.
4. California Division of Mines and Geology, CD 2000-003 "Digital Images of Official Maps
of Alquist-Priolo Earthquake Fault Zones of California, Southern Region," compiled by
Martin and Ross.
5. California Emergency Management Agency/California Geological Survey, 'Tsunami
Inundation Maps for Emergency Planning."
6. Hart, Earl W., Revised 1994, Revised 2018, "Fault-Rupture Hazard Zones in California,
Alquist Priolo, Special Studies Zones Act of 1972," California Division of Mines and
Geology, Special Publication 42.
7. Jennings, Charles W., 1994. "Fault Activity Map of California and Adjacent Areas" with
Locations and Ages of Recent Volcanic Eruptions.
8. Kennedy, M.P. and Tan, S.S., 2007, "Geologic Map of the Oceanside 30' x 60' Quadrangle,
California", California Geological Survey, Map No. 2.
9. McCulloch, D.S., 1985, "Evaluating Tsunami Potential" in Ziony, J.I., ed., Evaluating
Earthquake Hazards in the Los Angeles Region -An Earth-Science Perspective, U.S.
Geological Survey Professional Paper 1360.
IO. Reichle, M., Bodin, P., and Brune, J., 1985, The June 1985 San Diego Bay Earthquake
swarm [abs.]: EOS, v. 66, no. 46, p.952.
11. Seed, H.B., and R.V. Whitman, 1970, "Design of Earth Retaining Structures for Dynamic
Loads," in Proceedings, ASCE Specialty Conference on Lateral Stresses in the Ground and
Design of Earth-Retaining Structures, pp. 103-147, Ithaca, New York: Cornell University.
12. Tan, S. S., and Giffen, D. G., 1995, "Landslide Hazards in the Northern Part of the San
Diego Metropolitan Area, San Diego County, California: Encinitas Quadrangle, Landslide
Hazard Identification Map No. 35", California Department of Conservation, Division of
Mines and Geology, Open-File Report 95-04, State of California, Division of Mines and
Geology.
13. Wood, J.H. 1973, Earthquake-Induced Soil Pressures on Structures, Report EERL 73-05.
Pasadena: California Institute of Technology.
APPENDIXB
EXPLORATION LOGS
~ Construction Testing & Engineering, Inc. Cl~c: 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955
DEFINITION OF TERMS
PRIMARY DIVISIONS SYMBOLS SECONDARY DIVISIONS
GRAVELS CLEAN ~<"'< GW; ,2 WELL GRADED GRAVELS, GRAVEL-SAND MIXTIJRES
-81 ---UTILE OR NO FINES
MORE THAN GRAVELS •• ,. • POORLY GRADED GRAVELS OR GRAVEL SAND MIXTIJRES, z HALF OF < 5% FINES ~..; GP ~ ~ (/) <( LITTLE OF NO FINES ..Ju.I COARSE Oo r--UJ FRACTION IS GRAVELS m SILTY GRAVELS, GRAVEL-SAND-SILT MIXTURES,
(/)u_Cl'.'.~ NON-PLASTIC FlNES C _J W (I) LARGER THAN WITH FINES , · w<CGw N0.4 SIEVE . GC ~: CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES, zIO::'.>
~z'.)~ PLASTIC FINES
<( Cf)Cf) :-----· --:-·--.-c WELL GRADED SANDS, GRA YELL Y SANDS, UTILE OR NO c,:C-o SANDS CLEAN . .!:.··SW,.!:.·· >-,.,o MDRE THAN SANDS -----------C: FINES
W UJ <(N Ula::-. HALF OF < 5% FINES SP POORLY GRADED SANDS, GRAVELLY SANDS, LllTLE OR o:::ao:::o NO FINES c( ~ ~ z COARSE TsMT 0 <( FRACTION IS SlLTY SANDS, SAND-SILT MIXTURES, NON-PLASTIC FINES u :,
SMALLER THAN SANDS
NO. 4 SIEVE WITH FINES ,r 1/ SC '?f, CLAYEY SANDS, SAND-CLAY MIXTURES, PLASTIC FINES ,,:
~H INORGANJC SILTS, VERY FINE SANDS, ROCK FLOUR, SILlY
LU ML (I) LL er::: ,b! SILTS AND CLAYS OR CLAYEY FINE SANDS, SLIGHTLY PLASTJC CLAYEY SILTS
::::!0~00 LIQUID LIMIT IS '/ CL '
,,. INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY,
QlL...IW GRAVELLY SANDY SILTS OR LEAN CLAYS (l)..J<C> LESS THAN 50 .,,,
O<::l:~W OL i ORGANIC SILTS AND ORGANIC CLAYS OF LOW PLASTICITY l1J I 00 cij
Z Z Cl) O
~<::l::::iD ~ INORGANIC SILTS, MICACEOUS OR DIA TOMACEOUS FINE
~<(~ MH C>w 620 SIL TS AND CLAYS SANDY OR SIL TY SOILS. ELASTIC SIL TS
wcr:::WZ LIQUID LIMIT IS %_CH~ INORGANIC CLAYS OF HJGH PLASTICITY, FAT CLAYS z Of-z -~Cl:<( GREATER THAN 50 U. :,I m ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, >-ORGANIC SIL TY CLAYS
HIGHLY ORGANIC SOILS PEAT AND OTHER HIGHLY ORGANIC SOILS T
GRAIN SIZES
BOULDERS COBBLES GRAVEL SAND I SIL TS AND CLAYS COARSE FINE COARSE I MEDIUM I FINE I
]2n 3" 3/4" 4 10 40 200
CLEAR SQUARE SIEVE OPENING U.S. STANDARD SIEVE SIZE
ADDITIONAL TESTS
(OTHER THAN TEST PIT AND BORING LOG COLUMN HEADINGS)
MAX-Maximum Dry Density PM-Permeability PP-Pocket Penetrometer
GS-Grain Size Distribution SG-Specific Gravity WA-Wash Analysis
SE-Sand Equivalent HA-Hydrometer Analysis DS-Direct Shear
El-Expansion Index AL-Atterberg Limits UC-Unconfined Compression
CHM-Sulfate and Chloride RV-R-Value MD-Moisture/Density
Content , pH. Resistivity CN-Consolidation M-Moisture
COR -Corrosivity CP-Collapse Potential SC-Swell Compression
SD-Sample Disturbed HC-Hydrocollapse 01-Organic Impurities
REM-Remolded
FJGURE:I BLI I
PROJECT
CTEJOB NO
LOGGED BY
" 15. " ~ E C. " >. 0 " ~ f--0 ::: '" -" 0 ~ ~ " 15. > " ] is 0
Cl iii
G u 8 ;,,
~ u Cl c· Cl
~o
~~
~ --~ -X
~ --
~s-
~ -
~ -
~ ---
-~
10 -
--I ---
--I -
--
-15-
--
--
--
--
20-
--
--
--
--
5-
--
;,
~ ~ 0 ;E
a ,D E >, ~
~ u
~
:0
Construction Testing & Engineering, Inc.
1441 Montiel Rd Ste 115. Escondido, CA 92026 Ph (760) 746-4955
"' 0 _,
ii C. 0
DRJLLER
DRILL METHOD
SAMPLE METHOD
BORING LEGEND
DESCRIPTION
Block or Chunk Sample
Bulk Sample
Standard Penetration Test
Modified Split-Barrel Drive Sampler (Cal Sampler)
Thin Walled Army Corp. of Engineers Sample
Groundwater Table
\ . --------------------------------------------
,_ -Soil Type or Classification Change
SHEET of
DRILLING DA TE
ELEVATION·
Laboratory Tests
-?---?--?--?--?---?--?-
\_ F.onnation ~hange HA~proximat~ boundari~s queried ;?)l
"SM" Quotes are placed around classifications where the soils
exist in situ as bedrock
FIGURE: I BL2
PROJECT PROPOSED WASHINGTON ADU DRlLLER AJB SHEET I of I ' CTEJOB NO IO-l 5992G DRILL METHOD HAND AUGER DRILLING DA rE 2117/2021
LOGGED BY AJB SAMPLE METHOD RING, SPT and BULK ELEVATION: -255 FEET
V C 0 V 0. V c ~ E 0. i'.• t E "" BORING: B-1 " • ~ ~ 0 Laboratory Tests V ~ f---~ ~ ..,
!:;. <, ~ ~ V ~ 0 -;; V 0 -" lS. ~ " • Cl t; u 0. 3 > 0 ~-0 ~ Is " 8 Cl "' iii Cl ;;: :,
DESCRIPTION
0 SC QUATERNARY PREVIOUSLY PLACED FILL:
-Loose to medium dense, moist, gray, clayey fine grained SAND. -------------------------------------------------------------... -CL Stiff, slightly moist, olive, fine grained sandy CLAY. EI
... -"SM" TERTIARY SANTIAGO FORMATION:
Dense to very dense, slightly moist, light gray, fine grained ... -siJ~-SANDSTONE.
>-5-Total Depth: 3.4'
Minor seepage encountered at approximately 2 feet ... -
... -
... -
-
!Ir
... -
... -
... -
... -
'-] s-
... -
... -
-
.
>-le
... -
... -
... -
... -
>-25-
I B-1
• ''{OJECT PROPOSED WASHJNGTON ADU DRILLER AJB SHEET I of I
i'E JOB NO: I0-15992G DRILL METHOD HAND AUGER DRILLJNG DA TE 2/17/2021
LOGGED BY A.JS SAMPLE METHOD RJNG, SPT and BULK ELEVATION -255 FEET
• ':; 0 0. • c "' E 0-:,' E "" BORING: B-2 " • ,. "' ~ q Laboratory Tests • ~ f-§ ~ -!::, ~ ~ ~ u " -;,; " 0 E E. • ~ Cl t; u ~ > 0 ~ C. • -a ti 0 t· e Cl Ol iii Cl :E ::0 l'.)
DESCRJPTION
0 SC QUATERNARY PREVIOUSLY PLACED FILL:
-Loose to medium dense, moist, gray, clayey fine grained SAND.
CHM -
--"SM" TERTIARY SANTIAGO FORMATION:
--"-Dense to very dense, slightly moist, light gray, fine grained
siltv SANDSTONE.
-5-Total Depth: 3.5'
No Groundwater Encountered --
--
-
--
1 i,-
--
--
--
f--
-1 s-----
-
--
-2tt-
--
---~
--
-25-
I B-2
APPENDIXC
LABORATORY METHODS AND RESULTS
LABORATORY METHODS AND RESULTS
Laboratory Testing Program
Laboratory tests were performed on representative soil samples to detect their relative engineering
properties. Tests were performed following test methods of the American Society for Testing
Materials or other accepted standards. The following presents a brief description of the various test
methods used.
Classification
Soils were classified visually according to the Unified Soil Classification System. Visual
classifications were supplemented by laboratory testing of selected samples according to ASTM
D2487. The soil classifications are shown on the Exploration Logs in Appendix B.
Expansion Index
Expansion testing was performed on selected samples of the matrix of the on-site soils according to
ASTMD4829.
Chemical Analysis
Soil materials were collected with sterile sampling equipment and tested for Sulfate and Chloride
content, pH, Corrosivity, and Resistivity.
LOCATION
8-1
LOCATION
8-2
LOCATION
8-2
LOCATION
8-2
LOCATION
8-2
CT~ Construction Testing & Engineering, Inc. ~c 1441 Montiel Rd Ste 115, Escondido, CA 92026 Ph (760) 746-4955
EXPANSION INDEX TEST
ASTM D 4829
DEPIB EXPANSION INDEX EXPANSION
(feet) POTENTIAL
0-3.4 17 VERY LOW
SULFATE
DEPIB RESULTS
(feet) ppm
0-3.5 95.04
CHLORIDE
DEPIB RESULTS
(feet) ppm
0-3.5 18.9
p.H.
DEPIB RESULTS
(feet)
0-3.5 5.82
RESISTIVITY
CALIFORNIA TEST 424
DEPIB RESULTS
(feet) ohms-cm
0-3.5 9270
LABORATORY SUMMARY CTE JOB NO. I0-15922G
APPENDIXD
ST AND ARD SPECIFICATIONS FOR GRADING
Appendix D Page D-1
Standard Specifications for Grading
Section 1 -General
Construction Testing & Engineering, Inc. presents the following standard recommendations for
grading and other associated operations on construction projects. These guidelines should be
considered a portion of the project specifications. Recommendations contained in the body of
the previously presented soils report shall supersede the recommendations and or requirements as
specified herein. The project geotechnical consultant shall interpret disputes arising out of
interpretation of the recommendations contained in the soils report or specifications contained
herein.
Section 2 -Responsibilities of Project Personnel
The geotechnical consultant should provide observation and testing services sufficient to general
conformance with project specifications and standard grading practices. The geotechnical
consultant should report any deviations to the client or his authorized representative.
The Client should be chiefly responsible for all aspects of the project. He or his authorized
representative has the responsibility of reviewing the findings and recommendations of the
geotechnical consultant. He shall authorize or cause to have authorized the Contractor and/or
other consultants to perform work and/or provide services. During grading the Client or his
authorized representative should remain on-site or should remain reasonably accessible to all
concerned parties in order to make decisions necessary to maintain the flow of the project.
The Contractor is responsible for the safety of the project and satisfactory completion of all
grading and other associated operations on construction projects, including, but not limited to,
earth work in accordance with the project plans, specifications and controlling agency
requirements.
Section 3 -Preconstruction Meeting
A preconstruction site meeting should be arranged by the owner and/or client and should include
the grading contractor, design engineer, geotechnical consultant, owner's representative and
representatives of the appropriate governing authorities.
Section 4 -Site Preparation
The client or contractor should obtain the required approvals from the controlling authorities for
the project prior, during and/or after demolition, site preparation and removals, etc. The
appropriate approvals should be obtained prior to proceeding with grading operations.
STANDARD SPECIFICATIONS OF GRADING
Page 1 of 26
Appendix D Page D-2
Standard Specifications for Grading
Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods,
stumps, trees, root of trees and otherwise deleterious natural materials from the areas to be
graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill
areas.
Demolition should include removal of buildings, structures, foundations, reservoirs, utilities
(including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts,
tunnels, etc.) and other man-made surface and subsurface improvements from the areas to be
graded. Demolition of utilities should include proper capping and/or rerouting pipelines at the
project perimeter and cutoff and capping of wells in accordance with the requirements of the
governing authorities and the recommendations of the geotechnical consultant at the time of
demolition.
Trees, plants or man-made improvements not planned to be removed or demolished should be
protected by the contractor from damage or injury.
Debris generated during clearing, grubbing and/or demolition operations should be wasted from
areas to be graded and disposed off-site. Clearing, grubbing and demolition operations should be
performed under the observation of the geotechnical consultant.
Section 5 -Site Protection
Protection of the site during the period of grading should be the responsibility of the contractor.
Unless other provisions are made in writing and agreed upon among the concerned parties,
completion of a portion of the project should not be considered to preclude that portion or
adjacent areas from the requirements for site protection until such time as the entire project is
complete as identified by the geotechnical consultant, the client and the regulating agencies.
Precautions should be taken during the performance of site clearing, excavations and grading to
protect the work site from flooding, ponding or inundation by poor or improper surface drainage.
Temporary provisions should be made during the rainy season to adequately direct surface
drainage away from and off the work site. Where low areas cannot be avoided, pumps should be
kept on hand to continually remove water during periods of rainfall.
Rain related damage should be considered to include, but may not be limited to, erosion, silting,
saturation, swelling, structural distress and other adverse conditions as determined by the
geotechnical consultant. Soil adversely affected should be classified as unsuitable materials and
should be subject to overexcavation and replacement with compacted fill or other remedial
grading as recommended by the geotechnical consultant.
STANDARD SPECIFICATIONS OF GRADING
Page 2 of 26
Appendix D Page D-3
Standard Specifications for Grading
The contractor should be responsible for the stability of all temporary excavations.
Recommendations by the geotechnical consultant pertaining to temporary excavations ( e.g.,
backcuts) arc made in consideration of stability of the completed project and, therefore, should
not be considered to preclude the responsibilities of the contractor. Recommendations by the
geotechnical consultant should not be considered to preclude requirements that are more
restrictive by the regulating agencies. The contractor should provide during periods of extensive
rainfall plastic sheeting to prevent unprotected slopes from becoming saturated and unstable.
When deemed appropriate by the geotechnical consultant or governing agencies the contractor
shall install checkdams, desilting basins, sand bags or other drainage control measures.
In relatively level areas and/or slope areas, where saturated soil and/or erosion gullies exist to
depths of greater than 1.0 foot; they should be overexcavated and replaced as compacted fill in
accordance with the applicable specifications. Where affected materials exist to depths of 1.0
foot or less below proposed finished grade, remedial grading by moisture conditioning in-place,
followed by thorough recompaction in accordance with the applicable grading guidelines herein
may be attempted. If the desired results are not achieved, all affected materials should be
overexcavated and replaced as compacted fill in accordance with the slope repair
recommendations herein. If field conditions dictate, the geotechnical consultant may
recommend other slope repair procedures.
Section 6 -Excavations
6.1 Unsuitable Materials
Materials that arc unsuitable should be excavated under observation and
recommendations of the geotechnical consultant. Unsuitable materials include, but may
not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured,
weathered, soft bedrock and nonengineered or otherwise deleterious fill materials.
Material identified by the geotechnical consultant as unsatisfactory due to its moisture
conditions should be overexcavated; moisture conditioned as needed, to a uniform at or
above optimum moisture condition before placement as compacted fill.
If during the course of grading adverse geotechnical conditions are exposed which were
not anticipated in the preliminary soil report as determined by the geotechnical consultant
additional exploration, analysis, and treatment of these problems may be recommended.
STANDARD SPECIFICATIONS OF GRADING
Page 3 of 26
Appendix D Page D-4
Standard Specifications for Grading
6.2 Cut Slopes
Unless otherwise recommended by the geotechnical consultant and approved by the
regulating agencies, permanent cut slopes should not be steeper than 2: 1 (horizontal:
vertical).
The geotechnical consultant should observe cut slope excavation and if these excavations
expose loose cohesionless, significantly fractured or otherwise unsuitable material, the
materials should be overexcavated and replaced with a compacted stabilization fill. If
encountered specific cross section details should be obtained from the Geotechnical
Consultant.
When extensive cut slopes are excavated or these cut slopes are made in the direction of
the prevailing drainage, a non-erodible diversion swale (brow ditch) should be provided
at the top of the slope.
6.3 Pad Areas
All lot pad areas, including side yard terrace containing both cut and fill materials,
transitions, located less than 3 feet deep should be overexcavated to a depth of 3 feet and
replaced with a uniform compacted fill blanket of 3 feet. Actual depth of overexcavation
may vary and should be delineated by the geotechnical consultant during grading,
especially where deep or drastic transitions are present.
For pad areas created above cut or natural slopes, positive drainage should be established
away from the top-of-slope. This may be accomplished utilizing a berm drainage swale
and/or an appropriate pad gradient. A gradient in soil areas away from the top-of-slopes
of 2 percent or greater is recommended.
Section 7 -Compacted Fill
All fill materials should have fill quality, placement, conditioning and compaction as specified
below or as approved by the geotechnical consultant.
7 .1 Fill Material Quality
Excavated on-site or import materials which are acceptable to the geotechnical consultant
may be utilized as compacted fill, provided trash, vegetation and other deleterious
materials are removed prior to placement. All import materials anticipated for use on-site
should be sampled tested and approved prior to and placement is in conformance with the
requirements outlined.
STANDARD SPECIFICATIONS OF GRADING
Page 4 of 26
Appendix D Page D-5
Standard Specifications for Grading
Rocks 12 inches in maximum and smaller may be utilized within compacted fill provided
sufficient fill material is placed and thoroughly compacted over and around all rock to
effectively fill rock voids. The amount of rock should not exceed 40 percent by dry
weight passing the 3/4-inch sieve. The geotechnical consultant may vary those
requirements as field conditions dictate.
Where rocks greater than 12 inches but less than four feet of maximum dimension are
generated during grading, or otherwise desired to be placed within an engineered fill,
special handling in accordance with the recommendations below. Rocks greater than
four feet should be broken down or disposed off-site.
7.2 Placement of Fill
Prior to placement of fill material, the geotechnical consultant should observe and
approve the area to receive fill. After observation and approval, the exposed ground
surface should be scarified to a depth of 6 to 8 inches. The scarified material should be
conditioned (i.e. moisture added or air dried by continued discing) to achieve a moisture
content at or slightly above optimum moisture conditions and compacted to a minimum
of 90 percent of the maximum density or as otherwise recommended in the soils report or
by appropriate government agencies.
Compacted fill should then be placed in thin horizontal lifts not exceeding eight inches in
loose thickness prior to compaction. Each lift should be moisture conditioned as needed,
thoroughly blended to achieve a consistent moisture content at or slightly above optimum
and thoroughly compacted by mechanical methods to a minimum of 90 percent of
laboratory maximum dry density. Each lift should be treated in a like manner until the
desired finished grades are achieved.
The contractor should have suitable and sufficient mechanical compaction equipment and
watering apparatus on the job site to handle the amount of fill being placed m
consideration of moisture retention properties of the materials and weather conditions.
When placing fill in horizontal lifts adjacent to areas sloping steeper than 5: 1 (horizontal:
vertical), horizontal keys and vertical benches should be excavated into the adjacent slope
area. Keying and benching should be sufficient to provide at least six-foot wide benches
and a minimum of four feet of vertical bench height within the firm natural ground, firm
bedrock or engineered compacted fill. No compacted fill should be placed in an area
after keying and benching until the geotechnical consultant has reviewed the area.
Material generated by the benching operation should be moved sufficiently away from
STANDARD SPECIFICATIONS OF GRADING
Page 5 of 26
Appendix D Page D-6
Standard Specifications for Grading
the bench area to allow for the recommended review of the horizontal bench prior to
placement of fill.
Within a single fill area where grading procedures dictate two or more separate fills,
temporary slopes (false slopes) may be created. When placing fill adjacent to a false
slope, benching should be conducted in the same manner as above described. At least a
3-foot vertical bench should be established within the firm core of adjacent approved
compacted fill prior to placement of additional fill. Benching should proceed in at least
3-foot vertical increments until the desired finished grades are achieved.
Prior to placement of additional compacted fill following an overnight or other grading
delay, the exposed surface or previously compacted fill should be processed by
scarification, moisture conditioning as needed to at or slightly above optimum moisture
content, thoroughly blended and recompacted to a minimum of 90 percent of laboratory
maximum dry density. Where unsuitable materials exist to depths of greater than one
foot, the unsuitable materials should be over-excavated.
Following a period of flooding, rainfall or overwatering by other means, no additional fill
should be placed until damage assessments have been made and remedial grading
performed as described herein.
Rocks 12 inch in maximum dimension and smaller may be utilized in the compacted fill
provided the fill is placed and thoroughly compacted over and around all rock. No
oversize material should be used within 3 feet of finished pad grade and within 1 foot of
other compacted fill areas. Rocks 12 inches up to four feet maximum dimension should
be placed below the upper 10 feet of any fill and should not be closer than 15 feet to any
slope face. These recommendations could vary as locations of improvements dictate.
Where practical, oversized material should not be placed below areas where structures or
deep utilities are proposed. Oversized material should be placed in windrows on a clean,
overexcavated or unyielding compacted fill or firm natural ground surface. Select native
or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded
over and around all windrowed rock, such that voids are filled. Windrows of oversized
material should be staggered so those successive strata of oversized material are not in
the same vertical plane.
It may be possible to dispose of individual larger rock as field conditions dictate and as
recommended by the geotechnical consultant at the time of placement.
STANDARD SPECIFICATIONS OF GRADING
Page 6 of 26
Appendix D Page D-7
Standard Specifications for Grading
The contractor should assist the geotechnical consultant and/or his representative by
digging test pits for removal determinations and/or for testing compacted fill. The
contractor should provide this work at no additional cost to the owner or contractor's
client.
Fill should be tested by the geotechnical consultant for compliance with the
recommended relative compaction and moisture conditions. Field density testing should
conform to ASTM Method of Test D 1556-00, D 2922-04. Tests should be conducted at
a minimum of approximately two vertical feet or approximately 1,000 to 2,000 cubic
yards of fill placed. Actual test intervals may vary as field conditions dictate. Fill found
not to be in conformance with the grading recommendations should be removed or
otherwise handled as recommended by the geotechnical consultant.
7.3 Fill Slopes
Unless otherwise recommended by the geotcchnical consultant and approved by the
regulating agencies, permanent fill slopes should not be steeper than 2: 1 (horizontal:
vertical).
Except as specifically recommended in these grading guidelines compacted fill slopes
should be over-built two to five feet and cut back to grade, exposing the firm, compacted
fill inner core. The actual amount of overbuilding may vary as field conditions dictate. If
the desired results are not achieved, the existing slopes should be overexcavated and
reconstructed under the guidelines of the geotechnical consultant. The degree of
overbuilding shall be increased until the desired compacted slope surface condition is
achieved. Care should be taken by the contractor to provide thorough mechanical
compaction to the outer edge of the overbuilt slope surface.
At the discretion of the geotechnical consultant, slope face compaction may be attempted
by conventional construction procedures including backrolling. The procedure must
create a firmly compacted material throughout the entire depth of the slope face to the
surface of the previously compacted firm fill intercore.
During grading operations, care should be taken to extend compactive effort to the outer
edge of the slope. Each lift should extend horizontally to the desired finished slope
surface or more as needed to ultimately established desired grades. Grade during
construction should not be allowed to roll off at the edge of the slope. It may be helpful
to elevate slightly the outer edge of the slope. Slough resulting from the placement of
individual lifts should not be allowed to drift down over previous lifts. At intervals not
STANDARD SPECIFICATIONS OF GRADING
Page 7 of 26
Appendix D Page D-8
Standard Specifications for Grading
exceeding four feet in vertical slope height or the capability of available equipment,
whichever is less, fill slopes should be thoroughly dozer trackrolled.
For pad areas above fill slopes, positive drainage should be established away from the
top-of-slope. This may be accomplished using a berm and pad gradient of at least two
percent.
Section 8 -Trench Backfill
Utility and/or other excavation of trench backfill should, unless otherwise recommended, be
compacted by mechanical means. Unless otherwise recommended, the degree of compaction
should be a minimum of 90 percent of the laboratory maximum density.
Within slab areas, but outside the influence of foundations, trenches up to one foot wide and two
feet deep may be backfilled with sand and consolidated by jetting, flooding or by mechanical
means. If on-site materials are utilized, they should be wheel-rolled, tamped or otherwise
compacted to a firm condition. For minor interior trenches, density testing may be deleted or
spot testing may be elected if deemed necessary, based on review of backfill operations during
construction.
If utility contractors indicate that it is undesirable to use compaction equipment in close
proximity to a buried conduit, the contractor may elect the utilization of light weight mechanical
compaction equipment and/or shading of the conduit with clean, granular material, which should
be thoroughly jetted in-place above the conduit, prior to initiating mechanical compaction
procedures. Other methods of utility trench compaction may also be appropriate, upon review of
the geotechnical consultant at the time of construction.
In cases where clean granular materials are proposed for use in lieu of native materials or where
flooding or jetting is proposed, the procedures should be considered subject to review by the
geotechnical consultant. Clean granular backfill and/or bedding arc not recommended in slope
areas.
Section 9 -Drainage
Where deemed appropriate by the geotechnical consultant, canyon subdrain systems should be
installed in accordance with CTE's recommendations during grading.
Typical subdrains for compacted fill buttresses, slope stabilization or sidehill masses, should be
installed in accordance with the specifications.
STANDARD SPECIFICATIONS OF GRADING
Page 8 of 26
Appendix D Page D-9
Standard Specifications for Grading
Roof, pad and slope drainage should be directed away from slopes and areas of structures to
suitable disposal areas via non-erodible devices (i.e., gutters, downspouts, and concrete swales).
For drainage in extensively landscaped areas near structures, (i.e., within four feet) a minimum
of 5 percent gradient away from the structure should be maintained. Pad drainage of at least 2
percent should be maintained over the remainder of the site.
Drainage patterns established at the time of fine grading should be maintained throughout the life
of the project. Property owners should be made aware that altering drainage patterns could be
detrimental to slope stability and foundation performance.
Section 10 -Slope Maintenance
10.1 -Landscape Plants
To enhance surficial slope stability, slope planting should be accomplished at the
completion of grading. Slope planting should consist of deep-rooting vegetation
requiring little watering. Plants native to the southern California area and plants relative
to native plants are generally desirable. Plants native to other semi-arid and arid areas
may also be appropriate. A Landscape Architect should be the best party to consult
regarding actual types of plants and planting configuration.
10.2 -Irrigation
Irrigation pipes should be anchored to slope faces, not placed in trenches excavated into
slope faces.
Slope irrigation should be minimized. If automatic timing devices are utilized on
irrigation systems, provisions should be made for interrupting normal irrigation during
periods of rainfall.
10.3 -Repair
As a precautionary measure, plastic sheeting should be readily available, or kept on hand,
to protect all slope areas from saturation by periods of heavy or prolonged rainfall. This
measure is strongly recommended, beginning with the period prior to landscape planting.
If slope failures occur, the geotechnical consultant should be contacted for a field review
of site conditions and development ofrecommendations for evaluation and repair.
If slope failures occur as a result of exposure to period of heavy rainfall, the failure areas
and currently unaffected areas should be covered with plastic sheeting to protect against
additional saturation.
STANDARD SPECIFICATIONS OF GRADING
Page 9 of 26
Appendix D Page D-10
Standard Specifications for Grading
In the accompanying Standard Details, appropriate repair procedures are illustrated for
superficial slope failures (i.e., occurring typically within the outer one foot to three feet of
a slope face).
STANDARD SPECIFICATIONS OF GRADING
Page 10 of 26
FINISH CUT
SLOPE
-------
BENCHING FILL OVER NATURAL
FILL SLOPE
2%MIN 10'
TYPICAL
SURFACE OF FIRM
EARTH MATERIAL
15' MIN. (INCLINED 2% MIN. INTO SLOPE)
BENCHING FILL OVER CUT
FINISH FILL SLOPE
SURFACE OF FIRM
EARTH MATERIAL
10'
TYPICAL
-
-----
15' MIN OR STABILITY EQUIVALENT PER SOIL
ENGINEERING (INCLINED 2% MIN. INTO SLOPE)
NOTTO SCALE
BENCHING FOR COMPACTED FILL DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 11 of 26
MINIMUM
DOWNSLOPE
KEY DEPTH
TOE OF SLOPE SHOWN
ON GRADING PLAN
FILL _... ..-_. ----------------------_,,.. ,-:o\J>.\.. _,,.. _.
-"'"' <-" -.,... _. .,...-'"'"'"'"'\;\ WI .,... _..,... ..,,,,.. \1c,t:--..,,,,....,,,,..
--:'i "'"" -_. _. . ,,;,.s\\' .,..._"r-.,...----------~
----u ,,,,,,.,. _,,.. _,,.. _,,.. 1 D' TYPICAL BENCH
/ _,,...,....,... WIDTH VARIES
~1 .,,,,....,,,,....,,,,..
/ 1 _ --COMPETENT EARTH
/ --MATERIAL ---
2% MIN ---
15' MINIMUM BASE KEY WIDTH
TYPICAL BENCH
HEIGHT
PROVIDE BACKDRAIN AS REQUIRED
PER RECOMMENDATIONS OF SOILS
ENGINEER DURING GRADING
WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS,
BENCHING IS NOT NECESSARY. FILL IS NOT TO BE
PLACED ON COMPRESSIBLE OR UNSUITABLE MATERIAL.
NOTTO SCALE
FILL SLOPE ABOVE NATURAL GROUND DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 12 of 26
--
----
4'
(/)
~ z
0 )> :,::,
0
(/) -,:, -,:, m ~ Q
ct):!)
~ (") w )>
0 :j -o
NZ
CF> (/) .,,
0 :,::,
G)
:,::,
)>
S2 z
G)
REMOVE ALL TOPSOIL, COLLUVIUM,
AND CREEP MATERIAL FROM
TRANSITION
CUT/FILL CONTACT SHOWN
ON GRADING PLAN
CUT/FILL CONTACT SHOWN
ON "AS-BUILT"
NATURAL ~ ----TOPOGRAPHY ------
_,,. ...----------------------CUT SLOPE"
------------
FILL
------------------" R'i:-w-o\J\:. ----------~~;~~oc_;;~~--------
,o,,so1'-· C ----------·11r11•.---------4' TYPICAL I
---------/ ------,,,, ...-2% MIN ---
15' MINIMUM
NOTTO SCALE
--
10' TYPICAL
BEDROCK OR APPROVED
FOUNDATION MATERIAL
"NOTE: CUT SLOPE PORTION SHOULD BE
MADE PRIOR TO PLACEMENT OF FILL
FILL SLOPE ABOVE CUT SLOPE DETAIL
------
TYPICAL BENCHING
SEE DETAIL BELOW
MINIMUM 9 FP PER LINEAR FOOT
OF APPROVED FILTER MATERIAL
CAL TRANS CLASS 2 PERMEABLE MATERIAL
FILTER MATERIAL TO MEET FOLLOWING
SPECIFICATION OR APPROVED EQUAL:
DETAIL
14"
MINIMUM
SIEVE SIZE PERCENTAGE PASSING
1" 100
90-100
40-100
25-40
18-33
5-15
INCLINE TOWARD DRAIN
AT 2% GRADIENT MINIMUM
MINIMUM 4" DIAMETER APPROVED
PERFORATED PIPE (PERFORATIONS
DOWN)
6" FILTER MATERIAL BEDDING
APPROVED PIPE TO BE SCHEDULE 40
POLY-VINYL-CHLORIDE (P.V.C.) OR
APPROVED EQUAL. MINIMUM CRUSH
STRENGTH 1000 psi
PIPE DIAMETER TO MEET THE
FOLLOWING CRITERIA, SUBJECT TO
FIELD REVIEW BASED ON ACTUAL
GEOTECHNICAL CONDITIONS
ENCOUNTERED DURING GRADING
LENGTH OF RUN
INITIAL 500'
500' TO 1500'
> 1500'
PIPE DIAMETER
4"
6"
8"
N0.4
N0.8
NO. 30
NO. 50
NO. 200
0-7
0-3 NOT TO SCAL E
TYPICAL CANYON SUBDRAIN DETAIL
STANDARD SPECIFICATIONS FOR GRA DING
Page 1 4 of 26
CANYON SUBDRAIN DETAILS
TYPICAL BENCHING
SEE DETAILS BELOW
INCLINE TOWARD DRAIN
AT 2% GRADIENT MINIMUM
TRENCH DETAILS
6" MINIMUM OVERLAP
OPTIONAL V-DITCH DETAIL
MIRAFI 140N FABRIC
OR APPROVED EQUAL
6" MINIMUM OVERLAP ---------0
24"
MINIMUM
MINIMUM 9 FT3 PER LINEAR FOOT
OF APPROVED DRAIN MATERIAL
MIRAFI 140N FABRIC
OR APPROVED EQUAL
APPROVED PIPE TO BE
SCHEDULE 40 POLY-
VINYLCHLORIDE (P.V.C.)
24" MINIMUM 9 FT3 PER LINEAR FOOT
OR APPROVED EQUAL.
MINIMUM CRUSH STRENGTH
1000 PSI.
MINIMUM OF APPROVED DRAIN MATERIAL
60° TO 90°
DRAIN MATERIAL TO MEET FOLLOWING
SPECIFICATION OR APPROVED EQUAL:
PIPE DIAMETER TO MEET THE
FOLLOWING CRITERIA, SUBJECT TO
FIELD REVIEW BASED ON ACTUAL
GEOTECHNICAL CONDITIONS
ENCOUNTERED DURING GRADING
SIEVE SIZE
1 ½"
1"
¾"
¾"
NO. 200
PERCENTAGE PASSING
88-100
5-40
0-17
0-7
0-3
LENGTH OF RUN
INITIAL 500'
500' TO 1500'
> 1500'
NOT TO SCALE
GEOFABRIC SUBDRAIN
STANDARD SPECIFICATIONS FOR GRADING
Page 15 of 26
PIPE DIAMETER
4"
6"
8"
FRONT VIEW
CONCRETE
CUT-OFF WALL
SUBDRAIN PIPE
SIDE VIEW
24" Min.
,, ' ~' ... ' .. . .. ... ..
... . .. '· "'-'-" t---,-
~
6" Min.
CONCRETE
~ 12" Min. f--6" Min.
CUT-OFF WALL---.,•-··.'!··~· . .. . . .. 6" Min .
SOILD SUBDRAIN PIPE
NOT TO SCAL E
6" Min.
6" Min.
RECOMMENDED SUBDRAIN CUT -OFF WALL
STANDA RD SPECIFICATIONS FOR GRADING
Page 16 of 26
FRONT VIEW
SUBDRAIN OUTLET
PIPE (MINIMUM 4" DIAMETER)
SIDE VIEW
ALL BACKFILL SHOULD BE COMPACTED
IN CONFORMANCE WITH PROJECT
SPECIFICATIONS. COMPACTION EFFORT
SHOULD NOT DAMAGE STRUCTURE
-►. !►. -'►. -'b.''b..'b.'
~.,~.,A,,
. ' I • -• • I
► -"► -'►-, ' . b. ' ' ' t.. ' ' . b. .
.b ,,A ,,"fl'.,
►. -'►.-'►.-, ,, b. . ' b. . ' b. •
A ,,J:..,,.a.,, -. . -.. -..
► -, ► -, ►-., . b. . •' ' b. . ' . b. .
.e.,,A ,,J:..,,
24" Min.
24" Min.
NOTE: HEADWALL SHOULD OUTLET AT TOE OF SLOPE
OR INTO CONTROLLED SURFACE DRAINAGE DEVICE
ALL DISCHARGE SHOULD BE CONTROLLED
THIS DETAIL IS A MINIMUM DESIGN AND MAY BE
MODIFIED DEPENDING UPON ENCOUNTERED
CONDITIONS AND LOCAL REQUIREMENTS
NOT TO SCALE
24" Min.
12"
TYPICAL SUBDRAIN OUTLET HEADWALL DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 17 of 26
4" DIAMETER PERFORATED
PIPE BACKDRAIN
4" DIAMETER NON-PERFORATED
PIPE LATERAL DRAIN
SLOPE PER PLAN
FILTER MATERIAL
15' MINIMUM
BENCHING
H/2
AN ADDITIONAL BACKDRAIN
AT MID-SLOPE WILL BE REQUIRED FOR
SLOPE IN EXCESS OF 40 FEET HIGH.
KEY-DIMENSION PER SOILS ENGINEER
(GENERALLY 1/2 SLOPE HEIGHT, 15' MINIMUM)
DIMENSIONS ARE MINIMUM RECOMMENDED
NOT TO SCALE
TYPICAL SLOPE STABILIZATION FILL DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 18 of 26
4" DIAMETER PERFORATED
PIPE BACKDRAIN
4" DIAMETER NON-PERFORATED
PIPE LATERAL DRAIN
SLOPE PER PLAN
FILTER MATERIAL
15' MINIMUM
11 1 11 1 11 11-
1 I
BENCHING
H/2
ADDITIONAL BACKDRAIN AT
MID-SLOPE WILL BE REQUIRED
FOR SLOPE IN EXCESS OF 40
FEET HIGH.
KEY-DIMENSION PER SOILS ENGINEER
DIMENSIONS ARE MINIMUM RECOMMENDED
NOT TO SCALE
TYPICAL BUTTRESS FILL DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 19 of 26
20' MAXIMUM
FINAL LIMIT OF
EXCAVATION
OVEREXCAVATE
OVERBURDEN
(CREEP-PRONE)
DAYLIGHT
LINE
FINISH PAD
OVEREXCAVA TE 3'
AND REPLACE WITH
COMPACTED FILL
COMPETENT BEDROCK
TYPICAL BENCHING
LOCATION OF BACKDRAIN AND
OUTLETS PER SOILS ENGINEER
AND/OR ENGINEERING GEOLOGIST
DURING GRADING. MINIMUM 2%
FLOW GRADIENT TO DISCHARGE
LOCATION.
EQUIPMENT WIDTH (MINIMUM 15')
NOT TO SCALE
DAYLIGHT SHEAR KEY DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 20 of 26
NATURAL GROUND
PROPOSED GRADING ----
--------------------
-----------------------------------------------
BASE WIDTH "W" DETERMINED
BY SOILS ENGINEER
COMPACTED FILL
"W"
NOT TO SCALE
-----------------------
PROVIDE BACKDRAIN, PER
BACKDRAIN DETAIL. AN
ADDITIONAL BACKDRAIN
AT MID-SLOPE WILL BE
REQUIRED FOR BACK
SLOPES IN EXCESS OF
40 FEET HIGH. LOCATIONS
OF BACKDRAINS AND OUTLETS
PER SOILS ENGINEER AND/OR
ENGINEERING GEOLOGIST
DURING GRADING. MINIMUM 2%
FLOW GRADIENT TO DISCHARGE
LOCATION.
TYPICAL SHEAR KEY DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 21 of 26
FINISH SURFACE SLOPE
3 FT3 MINIMUM PER LI NEAR FOOT
APPROVED FILTER ROCK*
CONCRETE COLLAR
PLACED NEAT
A
COMPACTED FILL
2.0% MINIMUM GRADIENT
4" MINIMUM DIAMETER
SOLID OUTLET PIPE
SPACED PER SOIL
A
ENGINEER REQUIREMENTS
4" MINIMUM APPROVED
PER FORA TED PIPE**
(PERFORATIONS DOWN)
MINIMUM 2% GRADIENT
TO OUTLET
DURING GRADING TYPICAL BENCH INCLINED
.. APPROVED PIPE TYPE:
MINIMUM
12" COVER
SCHEDULE 40 POLYVINYL CHLORIDE
(P.V.C.) OR APPROVED EQUAL.
MINIMUM CRUSH STRENGTH 1000 PSI
BENCHING TOWARD DRAIN
DETAIL A-A
OMPACTE
BACKFILL
12"
MINIMUM
TEMPORARY FILL LEVEL
MINIMUM 4" DIAMETER APPROVED
SOLID OUTLET PIPE
*FILTER ROCK TO MEET FOLLOWING
SPECIFICATIONS OR APPROVED EQUAL:
SIEVE SIZE
1"
¾"
¾"
N0.4
NO. 30
NO. 50
NO. 200
PERCENTAGE PASSING
100
90-100
40-100
25-40
5-15
0-7
0-3
NOT TO SCALE
TYPICAL BACKDRAIN DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 22 of 26
FINISH SURFACE SLOPE
MINIMUM 3 FT3 PER LINEAR FOOT
OPEN GRADED AGGREGATE*
TAPE AND SEAL AT COVER
CONCRETE COLLAR
PLACED NEAT COMPACTED FILL
A
2.0% MINIMUM GRADIENT
A
MINIMUM 4" DIAMETER
SOLID OUTLET PIPE
SPACED PER SOIL
ENGINEER REQUIREMENTS
MINIMUM
12" COVER
*NOTE: AGGREGATE TO MEET FOLLOWING
SPECIFICATIONS OR APPROVED EQUAL:
SIEVE SIZE PERCENTAGE PASSING
1 ½" 100
1" 5-40
¾" 0-17
¾" 0-7
NO. 200 0-3
TYPICAL
BENCHING
DETAIL A-A
12"
MINIMUM
NOT TO SCALE
MIRAFI 140N FABRIC OR
APPROVED EQUAL
4" MINIMUM APPROVED
PERFORATED PIPE
(PERFORATIONS DOWN)
MINIMUM 2% GRADIENT
TO OUTLET
BENCH INCLINED
TOWARD DRAIN
TEMPORARY FILL LEVEL
MINIMUM 4" DIAMETER APPROVED
SOLID OUTLET PIPE
BACKDRAIN DETAIL (GEOFRABIC)
STANDARD SPECIFICATIONS FOR GRADING
Page 23 of 26
SOIL SHALL BE PUSHED OVER
ROCKS AND FLOODED INTO
VOIDS. COMPACT AROUND
AND OVER EACH WINDROW.
FILL SLOPE
1 FILL SLOPE 1
CLEARZONE ~
EQUIPMENT WIDTH
STACK BOULDERS END TO END.
DO NOT PILE UPON EACH OTHER.
0 0 0
NOT TO SCALE
ROCK DISPOSAL DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 24 of 26
STAGGER
ROWS
STREET
10'
5' MINIMUM OR BELOW
DEPTH OF DEEPEST
UTILITY TRENCH
(WHICHEVER GREATER)
FINISHED GRADE BUILDING
0
NO OVERSIZE, AREA FOR
FOUNDATION, UTILITIE~~l
AND SWIMMING POOL:_l
0 0
~4•~
WINDROW~
0
TYPICAL WINDROW DETAIL (EDGE VIEW)
GRANULAR SOIL FLOODED
TO FILL VOIDS
HORIZONTALLY PLACED
COMPACTION FILL
PROFILE VIEW
NOTTO SCALE
ROCK DISPOSAL DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 25 of 26
GENERAL GRADING RECOMMENDATIONS
CUT LOT
-==,-----------------=:::::;::,----ORIGINAL
GROUND ---------
TOPSOIL, COLLUVIUM AND _. _. _.
WEATHERED BEDROCK _. _. _. _. ------------
5' MIN
3' MIN
---------------_. UNWEATHERED BEDROCK
OVEREXCAVATE
AND REGRADE
CUT/FILL LOT (TRANSITION)
----------COMPACTED FILL .,,,,,,..,,,,,,..,,,.,..,,,,,,.
----------TOPSOIL, COLLUVIUM _.,,..,,..,,..,,.
-AND WEATHERED -
BEDROCK .,,. -.,,. .,,. ..... .,,. .,,. ..... .,,. UNWEATHERED BEDROCK
NOTTO SCALE
TRANSITION LOT DETAIL
STANDARD SPECIFICATIONS FOR GRADING
Page 26 of 26
ORIGINAL .,,.1/ GROUND
'MIN
3' MIN
OVEREXCAVATE
AND REGRADE
(City of
Carlsbad
CERTIFICATION OF SCHOOL FEES PAID
This form must \,e completed by the City, the applicant, and the appropriate school dlstrlc:1$ and returned to the City prior
to Issuing a building permit. The City will not Issue any bulldlng permit without a completed school fee form.
Project# & Name:
Permit#:
Project Address:
Assessor's Parcel #:
Project AJ)pilcant:
(Owner Name)
CBR2021·0687
1740 ORIOLE CT
21S9211700
Residential Square Feet:
New/Addittons: -----------------Second Dwelling Unit: _744 ________________ _
Commercial Square Feat:·
New/Additions: -----------------
CI ty Certlflcatlon:City of Carlsbad Building Division Date: 04/16/2021
CertlficaUon of Applicant/owners. The pe111on executing this declara!lon ("Owner") certifies
under penaltY of petjul)I that (1) the Information prov!ded above Is correct and true to the
best or !he Owners knowledge. and !hot the Owner will file an amended eerffflcatlon Cf
payment and pay the addlllonal fee if Owner requests an lncrea"' In the number of
dwelling units or square footage after the building permit la 1$1Ued or If the Initial
determination of units or lit!Uare footage Is found to be incorrect and that (2) the Owner IJ the owner/developer of the above desertbed projec~s), or that the pen,on exeC1Jllng this
declaration Is authorized lo sign on behe~ of the OWner.
lj Carlsbad Unlfl•d School D1,trlct
8225 El Camino Real ,,,,,
cartsbad CA 92009 "/: 11.,.,''
Phone: (760) 331-5000
ilJ Enclnltu Union School D1,trlct
101 South Rancho Santa Fe Rd
Encinitas, CA 92024
Phone: (760) 944-4300 x1166
Iii! San Dlegulto Union H.S. District
6B4 Requeze Dr.
Encinitas, CA 92024
Phone: (760) 753-6491 Ext 5514
(By AppL Only)
IW:il San Marcos Unified Sch. Dllltrlct
255 Pico Ave Ste. 100
San Marcos, CA 92069
Phone: (760) 290-2649
Contact: Katherine Maroelja
(By Appl.only)
• Vl•te Unified School Dlatrlct
1234 Arcadia Drive
Vista CA 82083
Phone: (760) 726•2170 x2222
SCHOOL PISTRlCT SCHOOL FEE CBRTIFICATION
(To be completed by the school dl1trlct(1))
THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS
FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED.
The under■lgned, being duly authorized by the applicable s,hool Dlatrl,:t, ce111fl• that th• daveloper, builder,
or owner h■• Htlllfled the obllg■tlon for 1chool facllltles, Thia Is to ce111fy that the ■ppllcant lleted on p■ga 1
has paid all amounts or complated other appllc■ble 1chool mitigation datermlned by tha School District. Th•
City 11111v ls■u• building permits for thl• project.
Signature of AuthoriZed School District Official: ;)d , Y:'.), f 6 , , ,,,.-,,~Z5 • :r:,. c CJu.,c.vL..V.&.•½
,/ . I ~> C::..,L-.. ""'~""'~\ '<)'KZ... L I "' / Title::-.~ l~ y:-£ )," 1Y\)#<Y-\d,,:-"'· v\.K Date: I -a-{)·;:;>,,
Name of School District CARLSBAD UNIFIED SCHOOL DISTRlCT Phone: v) /c (J 3 ?J / -:::,c\(X:)
m5 El CAMINO REAL
Community & Econom1&~Aiftl()tul!dlng l>lvl,lon
1635 Faraday Avenu.e I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I buildloR@carlsbadca.gov
STORM WATER POLLUTION PREVENTION NOTES
1 ALL IIIECESSARY [QUIPU[NT AND MATERIALS SHALL BE
AVAILABLE ON SITE TO FACIUTAT[ RAPID INSTALLATION
OF ERO~ON ANO SEDIMENT CONTROL BMPs "™£N RAIN IS EUINENT.
2. THE 01\NER/CONTRACTOR SHALL RESTORE AU EROSION
CONTROL DEVICES TO WORKING ORDER TO THE SATISfACTION OF TH[ CITY INSPECTOR AFTEll EACH RUN-Of"F PRODUCING
RAINFALL
lHE 01\NER/COIHRACTOR SHALL INSTALL AOOITIONAL £ROSION
CONTRQ MEASURES AS IAAY BE REOUIR[O BY THE CITY INSPECTOR DUE TO INCOMPU:T[ GRADING OPERATIONS OR
UIIIFORESW,J CIRCUMSTANCES WHICH MAY ARISE.
4. ALL REMOVABLE PROJ£CTI"1: □£VICES SHALL BE Ir-I PLACE
AT TI-IE END Of EACH WORKING DAY .,EN THE FIVE: (5) DAY RAIN PROOABILITY FORECAST EXCEEDS FORTY PEtENT
(40:i:). SILT AND Oll-lER DEBRIS SHALL BE RO.IOVED AFTER
EACH RAINFALL
5. ALL ~A\1:L BAGS SHALL CONTAIN J/4 INCH MINIMUM
AGGR[GAJf.
6. AOEOUA T[ [ROSION ANO SEOIMENT CONTROL ANO P£lllMETER
PROTECTION BEST MANAG£MENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED.
THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO AL 1£R
THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED
TO ENSURE COMPLIANCE \\ITH CITY STORM WATER QUALITY
REGULATIONS
OWNER'S CERTIFlCATE;
I UN0£RSTANO ANO ACl<NOMLOGE Tl·UT I MUST (1) IMPLEW£NT
BEST MANAGOl[NT PRACTICES (BMPS} DURING CONSTRUCTION
ACTil1n[S TO THE MAXIMUM fXTINT PRACTIC4Bl.£ TO AVOO Tlif MOlllll2ATICfl Of" PCUUTANTS !i!CH AS SfOIMENT AND TO
A~IO THE EXPOSURE Of STORM WAT£R TO COffSTRUCT!Off REl.AT£D PCliUTANTS; AND (2) ADHtRf TO, ANO AT AU TIMES,
COi.iPL Y YIITH THIS CITY APPROl(O TIER 1 CONSTRUCTION S'IIPPP
THROUGHOUT Ill[ DURATION OF 111[ COOSTRUCTION ACTio,TIES
UNTIL 111[ CONSTRUCTION IIORK IS COt.4Pl.£T£ ANO APPRQl(O
BY THE CITY Of" CI.RlSBAO
~~-9il~}X,i-£Y _, .,., ,_.,..lz.1
Oill'IER(S)/Olll'IERS AG£NI Ni.i.lE (S1GNAnlRE) ~
[-29
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP
BEST MANAGEMENT PRACTICES (BMP) SELECT/ON TABLE , __
s«limen,: CamM BMPs ,,_, No,,.St,,mW.io, w-~.-.:1-• .... --Mo-,r18'Fa Polul>o,,C.:.,!!t,i!!MJ>o
' I -~ i ' ' ' j " , • ' I ' .I ' ·" i ~~ • • • ... ! s } .. ' • • • ii ' § ] Best Managemeri Practice" i !! l c • f. I ' ~! ;! ! H (BMP) 09script,on ➔ ~ ' ] .I I ':, ~! ,, !i; '·' ~J
, !
• .! i Ji • !' •1 H f! i 'f • ~ ~"
' l !~ j " ~ ~ •• u H h j t •.• • 0 • ii 6 . "' ] a£ •· 1n ll ~ol
CAsa&.°"'9\lllon ➔ 1 ~ ; ~ J J 0 J ~ ~ i i " 7 i C.:.,IJIJCllonAcii .... " a " " " " " • " i I j
Grodin I Oioturt,,.,,,.
Trom:hl ,Cd..,tion e Sc•.cuttan
Woote 01 o•ol
Sta In ' Down ~roo
E ment r,fointenanee and fuel.-.
Hozordou• SubitMce Use Stora e
Oowoter.-.
Site Ace••• Aero•• Dirt
OtMr li•t·
lnotrucl•oos: 1. CMcl< the bo• to the lelt o( oil opplkoble con,tn,ctlon octlvity (first column) expected to occur w,.,~ ronstn,ctlM, 2· ):<::.~ ~~i ~ ~e:~ l~· u:pdu~i:i~· .,t,;t~~ti~ rr:;,· th~hli~f•d."e:"!'h";'t~~ ~!':1he s17.;,•~ti~t;:z.1.~t~~ t~~~:i ~~~~~1:n.number. Cllorn,e one
J. Relor to the CASOA cc,iotn,ction hOndbooio. far information and detoU of the chO•en BMP, ood ho• 10 apply then, to th• pro~t
Conot'lJction n-,,.,,1 to Storm 'il<Jler C.,olily
(Chock Bo,)
0 MtDIUM ~LOW
i H h
~
~l if
I
Pa~e 1 of 1 REV 11/17
(city of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
8-50
Development Services
Building Division
1635 Faraday Avenue
(760) 602-2719
www.carlsbadca.gov
This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance
requirements apply to their projects. The completed checklist must be included in the building permit application. It may be
necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate
full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach
to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as
specified by the ordinances.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
~ If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
an explanation must be provided to the satisfaction of the Building Official.
~ Details on CAP ordinance requirements are available on the city's website.
~ A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be
completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and
download the latest form.
Project Name/Building
Permit No. Washington ADU
Property Address/APN: 215-921-17-00
Applicant Name/Co.: Alvin Washington
Applicant Address: 1738 Oriole Ct. Carlsbad, Ca 92011
Contact Phone: 760 809-8732 Contact Email: runtafinancial@msn.com
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Applicant Signatur~
B-50
Contact Phone:
Contact Email:
Page 1 of 6 Revised 06/18
City of Carlsbad Climate Action Plan Consistency Checklist
Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project.
For alterations and additions to existing buildings, attach Building Permit Valuation worksheet
Building Permit Valuation (BPV) from worksheet:$ \\'r:)14-Ulq -
'.:. Coril:/i'iicii&n l'yoJ~:,:1~:.,i;,),, .. ,".·.· o.q/[,.,,,,~.'.'1s,". ·,.• .. · ... / ,. '•',~.:"',;.j:, ,·t , Jo/'y'.J+ •;r, ;.a~ ,
D Residential
A high-rise residential building is 4 or more stories, including a
Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor
H " area is residential use
0 New construction ( 2A, 3A,) 18, 2B,
4A 3B,4A
0 Additions and alterations:
III BPV < $60,000 N/A N/A All residential additions and alterations
□ BPV" $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages
□ Electrical service panel upgrade only only
'Multi-family dwellings only where interior finishes are removed
□ BPV" $200,000 1A, 4A' 18, 4A' and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
D Nonresidential
□ New construction 1 B, 2B, 3B, 4B and 5
□ Alterations:
□ BPV" $200,000 or additions" 1,000 1B, 5 square feet
D BPV" $1,000,000 1B, 2B, 5 Building alterations of" 75% existing gross floor area
D "2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV " $200,000
1. Energy Efficiency
Please refer to Cansbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Cede (CALGreen)for
more information when completing this section.
A D Residential addition or alteration~ $60,000 building permit valuation. D N/A __________ _
See CMC section 18.30.190. D Exception: Home energy score" 7
(attach certification)
Year Built Single-family Requirements Multi-family Requirements
□ Before 1978 Select one:
□ Duct sealina □ Attic insulation □ Ccol roof □ Attic insulation
D 1978 and later Select one:
□ Lighting package □ Water heating Package
D Between 1978 and 1991 Select one:
□Duct sealina □Attic insulation □Cool roof
D 1992 and later Select one:
D Lighting package □Water heating package
B. D Nonresidential' new construction or alterations~ $200,000 building permit valuation,
or additions ~ 1,000 square feet. D N/A
Updated 8/15/2019 2
City of Carlsbad Climate Action Plan Consistency Checklist
See CMC 18.21.155 and CALGreen Appendix AS, Division AS.2 -Energy Efficiency.
A5.203.1.1 Choose one: a .1 Outdoor lighting □ .2 Warehouse dock seal doors
[I .3 Restaurant service water heating (comply 111th California Energy Code section 140.5, as amended) □ NIA _________ _
[I .4 Daylight design PAFs □ .5 Exhaust air heat recoveiy
A5.203.1.2.1
Choose one as applicable: □ D .95 Energy budget □ D .90 Energy budget
A5.211.1"
D On-site renewable energy □ NIA
A5.211.3"
D Green power (if offered by local utility provider, 50% minimum renewable sources) □ NIA
A5.212.1
D Elevators and escalators □ NIA
A5.213.1
D Steel framing 0 NIA
• Includes hotels/motels and high-rise residential buildings
.. For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply
with CMG 18.30.130 instead.
2, oltaic Systems
A. Re idential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California
En rgy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic
----~' uirement (2B below) instead. 2) If project includes installation of an electric heat pump water heater pursuantto CMC 18.30.150(B)
(high-rise residential) or 18.30.170(6) (low-rise residential), increase system size by .3kWdc if PV offset option is selected.
Floor Plan ID (use additional CFA #d.u. Calculated kWdc'
sheets if necessaiy)
Total System Size:
kWdc = (CFAx.572) / 1,000 + (1.15 x#d.u.)
'Fonmula calculation where CFA = conditional floor area, #du= number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
Exception
□
□
□
□
kWdc
B. D Nonresidential new construction or alterations ~$1,000,000 BPV and affecting ~75% existing floor area, or addition that increases roof
area by ~2,000 square feet. Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to
high-rise residential and hotel/motel buildings,
Choose one of the following methods:
□ Gross Floor Area (GFA) Method
GFA:
811 < 10,000s.f. Enter: 5 kWdc
Min. System Size:
011" 10,000s.f. calculate: 15 kWdc x (GFN10,000).,
kWdc
"Round building size factor to nearest tenth, and round system size to nearest whole number.
D Time-Dependent Valuation Method
Updated 8/15/2019 3
City of Carlsbad Climate Action Plan Consistency Checklist
Annual TDV Energy use:"' ______ x .80= Min. system size: ____ _ kWdc
"'Attach calculation documentation using modeling software approved by the California Energy Commission.
~="'o"'r systems serving individual dwelling units choose one:
D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise
residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise
residential hotel/motel) or CA Energy Code section 150.1 (c} 14 (low-rise residential)
D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
[!] Exception: Tankless Water heater
D For systems serving multiple dwelling units, install a central water-heating system with all of the following:
D Gas or propane water heating system
D Recirculation system per CMC 18.30.150(8} (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low-
rise residential) D Solar water heating system that is either:
D .20 solar savings fraction
D .15 solar savings fraction, plus drain water heat recovery D Exception:
B. 0 Nonresidential new construction
Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section.
D Water heating system derives at least 40% of its energy from one of the following (attach documentation):
D Solar-thermal D Photovoltaics D Recovered energy
□Water heating system is (choose one):
D Heat pump water heater
D Electric resistance water heater(s)
□Solar water heating system with .40 solar savings fraction
D Exception:
Updated 8/15/2019 4
City of Carlsbad Climate Action Plan Consistency Checklist
4. Electric Vehicle Charging
A '§;J. Residential New construction and major alterations*
Please refer to Carlsbad Ordinance CMC section 18.21.140 when com
One and two-family residential dwelling or townhouse with attached garage:
-----"~0::.'..'.n.'.:e_'-_E~V:_:S~E'.:...'..R~e'.':a'..':'.d'.!..y_i:p'.'.'a~rk~i:,:ng"'....:'.s!'.p'.:'.ac::'.:e:-__'_'.re:::q!'.u'.::ir'.':e'.':d'_ ____ D':::=..'.:E:"x.'.:ce:::,p:::t:::io'.'..n'._:~::e==~==~~==~~::::!:~~$==--'~
D Multi-family residential· D Exception ·
Total Parking Spaces EVSE Soaces
Proposed Caoable Ready
Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number)
EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number)
EVSE other= Total EVSE spaces -EVSE Installed
(EVSE other may be "Capable," "Ready" or "Installed.")
Installed Total
'Major alterations are: ( 1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000
or include an electrical service panel upgrade: (2) for multifamily dwemngs (three units or more without attached garages), alterations have a building permit
valuation~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing
systems are proposed.
8 D Nonresidential new construction (includes hotels/motels) D Exception ·
Total Parking Spaces EVSE Spaces
Proposed Capable Readv Installed Total
Calculation· Refer to the table below·
Total Number of Parkina Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces
□ 0-9 1 1
□ 10-25 2 1
I 26-50 4 2
□ 51-75 6 3
□ 76-100 9 5
101-150 12 6
151-200 17 9
201 and over 10 percent of total 50 oercent of Reauired EV Soaces
Updated 8/15/20 I 9 5
City of Carlsbad Climate Action Plan Consistency Checklist
5. D Transportation Demand Management (TOM): Nonresidential ONLY
An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will use the table below based on your submitted plans to detenmine whether or nor your permit requires a TOM plan. If TOM is applicable to your
permit, staff will contact the applicant to develop a site-specific TOM plan based on the penmit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Use
Office (all)2
Restaurant
Retai13
Industrial
Manufacturing
Warehousin
EmpADTfor
first 1,000 s.f.
20
11
8
4
4
4
EmpADTI
1000 s.f.,
13
11
4.5
3.5
3
1
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 10thEdition
2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
Sample calculations:
Office: 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf= 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. 8,334 sf I 1,000 x 4.5 + 8 = 46 Em lo ee ADT
I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Managemenl Ordinance. I agree to be contacted should
my permit require a TOM plan and understand that an approved TOM plan is a condition of penmit issuance.
Applicant SignatuM ::::-,.
Person other than Applicant to be contacted for TOM compliance (if applicable):
Name(Printed): __________________ _
Email Address: --------------------
Updated 8/15/2019
Date: 3\ I\\ i.. I
I
Phone Number: ------
6