HomeMy WebLinkAbout2626 OBELISCO PL; ; CBR2022-1926; PermitBuilding Permit Finaled
Residential Permit
Print Date: 01/30/2024
Job Address: 2626 OBELISCO PL, CARLSBAD, CA 92009-6527
Permit Type:
Parcel#:
Valuation:
BLDG-Residential
2154602600
$172,269.75
Occupancy Group:
#of Dwelling Units: 1
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Second Dwelling Unit
Description: 1,200 SF ABOVE GRADE DETACHED ADU W/ 175 SF PATIO COVER
Applicant: Property Owner:
KRISTIN VON ZWECK
760 SAXONY RD
MALEWI CZ KARA A REVOCABLE LIVI NG
2624 OBELISCO PL
ENCINITAS, CA 92024-2350
(760) 479-0537
FEE
BUILDING PLAN CHECK
BUILDING PLAN CHECK
CARLSBAD, CA 92009-6527
BUILDING PLAN REVIEW -MINOR PROJECTS (LDE)
BUILDING PLAN REVIEW-MINOR PROJECTS (PLN)
GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION
PATIO-FRAME WITH COVER
PUBLIC FACILITIES FEES -outside CFD
SB1473 -GREEN BUILDING STATE STANDARDS FEE
SFD & DUPLEXES
STRONG MOTION -RESIDENTIAL (SMIP)
SW PPP INSPECTION FEE TIER 1 -Medium BLDG
SW PPP PLAN REVIEW FEE TIER 1 -Medium
Total Fees: $9,078.44 Total Payments To Date: $9,078.44
(city of
Carlsbad
Permit No: CBR2022-1926
Status: Closed -Finaled
Applied: 06/03/2022
Issued: 08/22/2022
Finaled Close Out: 01/30/2024
Final Inspection: 01/05/2024
INSPECTOR: Renfro, Chris
Alvarado, Tony
AMOUNT
$65.00
$808.60
$194.00
$98.00
$175.00
$100.00
$6,029.44
Balance Due:
$7.00
$1,244.00
$22.40
$271.00
$64.00
$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.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
( City of
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
8-1
Plan Check
Est. Value
PC Deposit
Date
'A,2-u
Job Addres~elisco Place, Carlsbad, CA 92009 Unit: _____ ,APN: 2154602600
CT /Project #: ___________________ lot #:_6_69 ___ Year Built: _________ _
BRIEF DESCRIPTION OF WORK: Construction of detached ADU
[Kl New SF : Living SF,_1_2_00 ___ Deck SF,_1_75 ___ Patio SF, _____ Garage SF __ _
Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YON, if yes how many? ___ _
D Remodel: _____ SF of affected area Is the area a conversion or change of use? O YO N
□ Pool/Spa: _____ SF Additional Gas or Electrical Features? _____________ _
IKJ Solar: 12•8 KW,10 Modules,Mounted:QRoofQGround, Tilt:OYON, RMA:f):YON,
Battery:QYO N, Panel Upgrade: CY ON
Other:
PRIMARY APPLICANT
Name: Kristin von Zweck
Address: 760 Saxony Road
City: Encinitas State:_C_A __ Zip: 92024
Phone: 760.479.0537
Email : kristinvonzweckarchitect@gmail.com
DESIGN PROFESSIONAL
Name: Kristin von Zweck
Address: 760 Saxony Road
City: Encinitas State:_C_A __ Zip: 92024
Phone: 760.479.0537
Email: kristinvonzweckarchitect@gmail.com
Architect State License: C-28581
PROPERTY OWNER
Name: Kara Malewicz
Address: 2624 Obelisco Place
City: Carlsbad
Phone: 760.931.0426
Email: kamalewicz@gmail.com
CONTRACTOR OF RECORD
State:_C_A __ Zip:92009
Business Name: ________________ _
Address: __________________ _
City: _______ State: ___ .Zip: ______ _
Phone: ___________________ _
Email: ___________________ _
------------CSLB License #: _______ Class: _______ _
Carlsbad Business License# (Required): _______ _
APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and thot the information of the plons is accurate. I
agree to comply with all City ordinances and State laws relating to building construction.
NAME (PRINT): Kristin yon Zweck SI_G_N_: _K_r_is_ti_n_v_o_n _Z_w_e_ck __ DATE: 5/2/2022
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov
REV. 04122
THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING
THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I herebyaffirm under penal tyof perjury that I am licensed under provisions of Chapter9 (commencing with Section 7000Jof Division 3
of the Business and Professions Code, and my license is in fu/lforceand effect. I a/so affirm under penalty of perjury one of the
following declarations (CHOOSE ONE):
D i have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued. PolicyNo. __________________________________________ _
-OR-
DI have and will maintain worker's compensat ion, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: Insurance Company Name: ------------------------I
Policy No. ______________________________ Expiration Date:------------------•
-OR-
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 lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name:. ______________________ Lender's Address: ______________________ _
CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and
utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are
not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show
the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed
use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation.
All improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted.
NAME (PRINT): __________ SIGNATURE: __________ DATE: ______ _
Note: If the person signing above is an authorized agent for the contractor rov'de a letter of authorization on contractor letterhead.
-OR-
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt f rom Contractor's License Law for the following reason:
D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such
work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
-OR-
~ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
-OR-
DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND,
[j] FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
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-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Cade, is available upon request when this application is
submitted or ot the following Web site: http: I /www.leginfa.ca.gov/ ca law .html.
OWNER CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility
easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved
for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct
dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each
building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All
improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted.
NAME (PRINT): Kara Malewicz
Note: If the erson si nin above is an authorized a ent for the ro ert owner include form 8-62 sl ned b owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov
REV. 04/22
( City of
Carlsbad
OWNER-BUILDER
ACKNOWLEDGEMENT
FORM
B-61
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
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 2624 Obelisco Place, Carlsbad, CA 92009
The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form
to inform you of the responsibilit ies and the possible risks associated with typical construction activities issued
in your name as t he Owner-Builder.
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 obligat ions related to the requested
permit activities.
I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner•
8uilder" 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 inj uries to workers on my property.
II. ~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. ~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. ~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. x_1 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 Acknow ledgement Continued
VI. ~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. ~ 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. ~ I understand as an Owner-Builder if I sell t he 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 res ult from any latent
construction defects in the workmanship or materials.
IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal
Revenue Service, the United States Small Business Administration, t he California Department of Benefit
Payments, and the California Division of Industrial Accidents. I also underst and I may contact the California
Contractors' State License Board (CS LB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information
about licensed cont ractors.
X. ~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:
2624 Obelisco Place, CA, 92009
XI. ~I agree that, as the party legally and financially responsible for t his proposed construction activity, I will abide
by all applicable laws and requirements that govern Owner-Builders as well as employers.
XII. ~I agree to notify the issuer of t his form immediately of any additions, delet ions, 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 lice nsed 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 f orm, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have
either (1) consulted with legal counsel prior to signing this form or {2} have waived this right in signing this form without the advice of legal counsel.
Kara Malewicz
Property Owner Name (PRINT) Property Owner Signature
4/29/2022
Date
REV. 08/20
Building Permit Inspection History Finaled
{city of
Carlsbad
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
Issue Date: 08/22/2022
Expiration Date: 03/05/2024
IVR Number: 41052
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Subdivision: LA COSTA MEADOWS #4
Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
09/13/2022 09/13/2022 BLDG-SW-Pre-Con 191436-2022 Passed Tony Alvarado
11/30/2022
12/07/2022
Checklist Item
BLDG-Building Deficiency
COMMENTS
Informed owner builder/Mary regarding all
City Of Carlsbad and state mandate
requirements regarding preconstruction
meeting specifications.
1. Discussed B -59 waste recycle
management form.
2. Geotechnical / soils engineer
certification letter.
3. Height and property line setback
certification letter -surveyor.
11/30/2022 BLDG-81 Underground 197581-2022 Partial Pass Tony Alvarado
Combo(11, 12,21,31)
Checklist Item
BLDG-21
Underground-Underfloor
Plumbing
BLDG-31
Underground-Conduit Wiring
COMMENTS
November 30, 2022:
1. Preliminary underground plumbing,
electrical, sewer, and water plumbing lines
preconstruction meeting requirements
discussed with contractor representative
Mike.
12/07/2022 BLDG-21 198204-2022 Partial Pass Tony Alvarado
Underground/Underflo
or Plumbing
Checklist Item
BLDG-Building Deficiency
COMMENTS
December 7, 2022:
1. The underground water and electrical
utility plumbing/conduit lines for new ADU,
located at rear and side of property yard -
approved.
BLDG-31
Underground/Conduit•
Wiring
198205-2022 Partial Pass Tony Alvarado
Tuesday, January 30, 2024
Complete
Passed
Yes
Reinspection Incomplete
Passed
Yes
Yes
Reinspection Incomplete
Passed
Yes
Reinspection Incomplete
Page 1 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Work Class: Second Dwelling Unit Issue Date: 08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status:
Scheduled
Date
12/19/2022
01/27/2023
02/27/2023
Closed -Finaled Expiration Date: 03/05/2024
IVR Number: 41052
Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector
Checklist Item
BLDG-Building Deficiency
COMMENTS
December 7, 2022:
1. The underground water and electrical
utility plumbing/conduit lines for new ADU,
located at rear and side of property yard -
approved.
12/19/2022 BLDG-11 199141-2022 Partial Pass Tony Alvarado
Foundatlon/Ftg/Plers
(Rebar)
Checklist Item
BLDG-Building Deficiency
COMMENTS
December 19, 2022:
1. Foundation steel, stepped continuous
foundation footings steel, retaining wall
footings steel, slab pad reinforcement
steel, Per engineer plans and details on
structural sheet S-4, scope of foundation
steel inspection -phase 1 (partial pass).
2. Geotechnical engineer/soils engineer,
certification letter for compacted/competent
footing and pad bottoms, "safe for intended
use", (foundation-phase 1), scope of
work-approved.
01/27/2023 BLDG-11 201654-2023 Passed Tony Alvarado
Foundation/Ftg/Piers
(Rebar)
Checklist Item
BLDG-Building Deficiency
COMMENTS
January 27, 2023:
1. Phase 2-perimeter stem wall
foundation/footing, steel rebar
reinforcement, per structural engineer's
plans and detail #22, scope of steel rebar
work -approved.
2. Verified B-50 licensed survey; height
and property line setbacks-verified and
approved.
02/27/2023 BLDG-14 204224-2023 Partial Pass Tony Alvarado
Frame/Steel/Bolting/We
lding (Decks)
Checklist Item
BLDG-Building Deficiency
COMMENTS
February 27, 2023:
1. SWPPPs And soil erosion control
reinforcement -OK, partial pass.
2. Verified and reviewed Waterproofing
system, rigid moisture vapor system-partial
pass OK.
3. raised floor wood foundation system per
plan, partial framing system -partial pass.
Reinspection Inspection
Passed
Yes
Reinspection Incomplete
Passed
Yes
Complete
Passed
Yes
Reinspection Incomplete
Passed
Yes
Tuesday,January 30, 2024 Page 2 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Work Class: Second Dwelling Unit Issue Date: 08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status:
Scheduled
Date
Closed -Finaled Expiration Date: 03/05/2024
IVR Number: 41052
Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Actual Inspection Type
Start Date
Inspection No. Inspection Primary Inspector
NOTES Created By
Angie Teanio
Status
TEXT
760-931-0426 MaryAnn
BLDG-21
Underground/Underflo
or Plumbing
204322-2023 Partial Pass Tony Alvarado
Checklist Item
BLDG-Building Deficiency
COMMENTS
February 27, 2023:
1. SWPPPs And soil erosion control
reinforcement -OK, partial pass.
2. Verified and reviewed Waterproofing
system, rigid moisture vapor system-partial
pass OK.
3. raised floor wood foundation system per
plan, partial framing system -partial pass.
BLDG-SW-Inspection 204323-2023 Partial Pass Tony Alvarado
Reinspection Inspection
Created Date
02/24/2023
Reinspection Incomplete
Passed
Yes
Reinspectlon Incomplete
Tuesday, January 30, 2024 Page 3 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Work Class: Second Dwelling Unit Issue Date: 08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status:
Scheduled
Date
02/28/2023
Closed -Finaled Expiration Date: 03/05/2024
IVR Number: 41052
Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector
Checklist Item
Are inactives slopes properly
stabilized?
Are areas flatter than 3:1
covered or protected?
Are sediment controls properly
maintained?
Are erosion control BMPs
functioning properly?
Are natural areas protected
from erosion?
Do basins appear to be
maintained as required?
Are perimeter control BMPs
maintained?
Is the entrance stabilized to
prevent tracking?
Have sediments been tracked
on to the street?
Has sediment accumulated on
impervious surfaces?
Are dumpsters and trash
receptacles covered?
Has trash/debris accumulated
throughout the site?
Are stockpiles and spoils
protected from runoff?
Are all storage areas clean
and maintained?
Were there any discharges
during the inspection?
Are portable restrooms
properly positioned?
Do portable restrooms have
secondary containment?
COMMENTS
02/28/2023 BLDG-15 Roof/ReRoof
(Patio)
204425-2023 Partial Pass Tony Alvarado
Checklist Item
BLDG-Building Deficiency
COMMENTS
February 28, 2023:
1. New ADU, raised floor foundation
system, plywood floor nailing inspection
for edge and field nailing, per structural
plans and detail specifications-approved.
BLDG-SW-Inspection 204426-2023 Partial Pass Tony Alvarado
Reinspection Inspection
Passed
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Reinspection Incomplete
Passed
Yes
Reinspectlon Incomplete
Tuesday, January 30, 2024 Page 4 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
Work Class: Second Dwelling Unit Issue Date:
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status: Closed -Finaled Expiration Date: 03/05/2024 Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Scheduled
Date
03/27/2023
IVR Number:
Actual Inspection Type
Start Date
Inspection No.
Checklist Item
Are inactives slopes properly
stabilized?
Are areas flatter than 3:1
covered or protected?
Are sediment controls properly
maintained?
Are erosion control BMPs
functioning properly?
Are natural areas protected
from erosion?
Do basins appear to be
maintained as required?
Are perimeter control BMPs
maintained?
Is the entrance stabilized to
prevent tracking?
Have sediments been tracked
on to the street?
Have materials collected
around the storm drains?
Has sediment accumulated on
impervious surfaces?
Are dumpsters and trash
receptacles covered?
Has trash/debris accumulated
throughout the site?
Are stockpiles and spoils
protected from runoff?
Are all storage areas clean
and maintained?
Were spills/leaks observed
during the inspection?
Were there any discharges
during the inspection?
Are portable restrooms
properly positioned?
Do portable restrooms have
secondary containment?
COMMENTS
03/27/2023 BLDG-15 Roof/ReRoof
(Patio)
206480-2023
Tuesday, January 30, 2024
41052
Inspection
Status
Passed
Primary Inspector
Tony Alvarado
Reinspection Inspection
Passed
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Complete
Page 5 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Scheduled Actual Inspection Type
Date Start Date
Checklist Item
Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
Issue Date:
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
08/22/2022 Subdivision: LA COSTA MEADOWS #4
Expiration Date: 03/05/2024 Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527 IVR Number: 41052
Inspection No. Inspection Primary Inspector Reinspection Inspection
Status
COMMENTS Passed
BLDG-Building Deficiency March 27, 2023: Yes
BLDG-SW-Inspection
Tuesday, January 30, 2024
1. New ADU, roof plywood sheeting
diaphragm engineered system, plywood
roof nailing inspection for edge and field
nailing and Metal connector straps ST
24"inch, per structural plans and detail
specifications-approved.
206481-2023 Partial Pass Tony Alvarado Reinspection Incomplete
Page 6 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Work Class: Second Dwelling Unit Issue Date: 08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status:
Scheduled
Date
04/17/2023
Closed -Finaled Expiration Date: 03/05/2024
IVR Number: 41052
Actual Inspection Type
Start Date
Inspection No.
Checklist Item
Are inactives slopes properly
stabilized?
Are areas flatter than 3: 1
covered or protected?
Are sediment controls properly
maintained?
Are erosion control BMPs
functioning properly?
Are natural areas protected
from erosion?
Do basins appear to be
maintained as required?
Are perimeter control BMPs
maintained?
Is the entrance stabilized to
prevent tracking?
Have sediments been tracked
on to the street?
Have materials collected
around the storm drains?
Has sediment accumulated on
impervious surfaces?
Are dumpsters and trash
receptacles covered?
Has trash/debris accumulated
throughout the site?
Are stockpiles and spoils
protected from runoff?
Are all storage areas clean
and maintained?
Were spills/leaks observed
during the inspection?
Were there any discharges
during the inspection?
Are portable restrooms
properly positioned?
Do portable restrooms have
secondary containment?
Are BMPs stockpiled for
emergency deployment?
COMMENTS
04/17/2023 BLDG-13 Shear
Panels/HD (ok to wrap)
208336-2023
Checklist Item COMMENTS
BLDG-Building Deficiency
Inspection
Status
Passed
Tuesday, January 30, 2024
Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Primary Inspector Reinspection Inspection
Passed
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Tony Alvarado Complete
Passed
Yes
Page 7 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
Work Class: Second Dwelling Unit Issue Date:
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status: Closed -Finaled Expiration Date: 03/05/2024 Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Scheduled
Date
IVR Number:
Actual Inspection Type
Start Date
Inspection No.
BLDG-84 Rough
Combo(14,24,34,44)
208121 -2023
Checklist Item
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
BLDG-44
Rough-Ducts-Dampers
COMMENTS
BLDG-SW-Inspection
Checklist Item
208337-2023
COMMENTS
Are inactives slopes properly
stabilized?
Are areas flatter than 3: 1
covered or protected?
Are sediment controls properly
maintained?
Are erosion control BMPs
functioning properly?
Are natural areas protected
from erosion?
Do basins appear to be
maintained as required?
Are perimeter control BMPs
maintained?
Is the entrance stabilized to
prevent tracking?
Have sediments been tracked
on to the street?
Has sediment accumulated on
impervious surfaces?
Are dumpsters and trash
receptacles covered?
Has trash/debris accumulated
throughout the site?
Are stockpiles and spoils
protected from runoff?
Are all storage areas clean
and maintained?
Were there any discharges
during the inspection?
Are portable restrooms
properly positioned?
Do portable restrooms have
secondary containment?
Tuesday, January 30, 2024
41052
Inspection
Status
Passed
Primary Inspector
Tony Alvarado
Partial Pass Tony Alvarado
Reinspection Inspection
Complete
Passed
Yes
Yes
Yes
Yes
Reinspection Incomplete
Passed
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 8 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
Work Class: Second Dwelling Unit Issue Date:
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status: Closed -Finaled Expiration Date: 03/05/2024 Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527 IVR Number:
Scheduled Actual Inspection Type Inspection No.
Date Start Date
05/05/2023 05/05/2023 BLDG-17 Interior 210306-2023
Tuesday, January 30, 2024
Lath/Drywall
Checklist Item COMMENTS
BLDG-Building Deficiency
BLDG-SW-Inspection
Checklist Item
210307-2023
COMMENTS
Are inactives slopes properly
stabilized?
Are areas flatter than 3: 1
covered or protected?
Are sediment controls properly
maintained?
Are erosion control BMPs
functioning properly?
Are natural areas protected
from erosion?
Do basins appear to be
maintained as required?
Are perimeter control BMPs
maintained?
Is the entrance stabilized to
prevent tracking?
Have sediments been tracked
on to the street?
Have materials collected
around the storm drains?
Has sediment accumulated on
impervious surfaces?
Are dumpsters and trash
receptacles covered?
Has trash/debris accumulated
throughout the site?
Are stockpiles and spoils
protected from runoff?
Are all storage areas clean
and maintained?
Were spills/leaks observed
during the inspection?
Were there any discharges
during the inspection?
Are portable restrooms
properly positioned?
Do portable restrooms have
secondary containment?
41052
Inspection Primary Inspector Reinspection Inspection
Status
Passed Tony Alvarado Complete
Passed
Yes
Partial Pass Tony Alvarado Reinspection Incomplete
Passed
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Page 9 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Work Class: Second Dwelling Unit Issue Date: 08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status: Closed -Finaled Expiration Date: 03/05/2024 Address: 2626 OBELISCO PL
IVR Number: 41052 CARLSBAD, CA 92009-6527
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
09/07/2023 09/07/2023 BLDG-84 Rough 223089-2023 Partial Pass Tony Alvarado Reinspection Incomplete
Combo(14,24,34,44)
Checklist Item COMMENTS Passed
BLDG-14 Yes
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout Yes
BLDG-34 Rough Electrical Yes
BLDG-44 Yes
Rough-Ducts-Dampers
09/08/2023 09/08/2023 BLDG-SW-Inspection 223502-2023 Partial Pass Tony Alvarado Re inspection Incomplete
Tuesday, January 30, 2024 Page 10 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAM ILY TRUST
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Work Class: Second Dwelling Unit Issue Date: 08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status: Closed -Finaled Expiration Date: 03/05/2024 Address: 2626 OBELISCO PL
IVR Number: 41052 CARLSBAD, CA 92009-6527
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
Checklist Item COMMENTS Passed
Are inactives slopes properly Yes
stabilized?
Are areas flatter than 3: 1 Yes
covered or protected?
Are sediment controls properly Yes
maintained?
Are erosion control BMPs Yes
functioning properly?
Are natural areas protected Yes
from erosion?
Do basins appear to be Yes
maintained as required?
Are perimeter control BMPs Yes
maintained?
Is the entrance stabilized to Yes
prevent tracking?
Have sediments been tracked Yes
on to the street?
Have materials collected Yes
around the storm drains?
Has sediment accumulated on Yes
impervious surfaces?
Are dumpsters and trash Yes
receptacles covered?
Has trash/debris accumulated Yes
throughout the site?
Are stockpiles and spoils Yes
protected from runoff?
Are all storage areas clean Yes
and maintained?
Were spills/leaks observed Yes
during the inspection?
Were there any discharges Yes
during the inspection?
Are portable restrooms Yes
properly positioned?
Do portable restrooms have Yes
secondary containment?
Are BMPs stockpiled for Yes
emergency deployment?
09/11/2023 09/11/2023 BLDG-Final Inspection 223373-2023 Failed Tony Alvarado Reinspection Incomplete
Tuesday, January 30, 2024 Page 11 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
Work Class: Second Dwelling Unit Issue Date: 08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status: Closed -Finaled Expiration Date: 03/05/2024
IVR Number: 41052
Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector Reinspection Inspection
Tuesday, January 30, 2024
Checklist Item
BLDG-Building Deficiency
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
COMMENTS
Not ready for final inspection. Progress
inspection (only)-ok.
BLDG-SW-Inspection
Checklist Item
223377-2023
COMMENTS
Partial Pass Tony Alvarado
Are inactives slopes properly
stabilized?
Are areas flatter than 3: 1
covered or protected?
Are sediment controls properly
maintained?
Are erosion control BMPs
functioning properly?
Are natural areas protected
from erosion?
Do basins appear to be
maintained as required?
Are perimeter control BMPs
maintained?
Is the entrance stabilized to
prevent tracking?
Have sediments been tracked
on to the street?
Have materials collected
around the storm drains?
Has sediment accumulated on
impervious surfaces?
Are dumpsters and trash
receptacles covered?
Has trash/debris accumulated
throughout the site?
Are stockpiles and spoils
protected from runoff?
Are all storage areas clean
and maintained?
Were spills/leaks observed
during the inspection?
Were there any discharges
during the inspection?
Are portable restrooms
properly positioned?
Do portable restrooms have
secondary containment?
Passed
No
No
No
No
No
Reinspection Incomplete
Passed
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
'Yes
Yes
Yes
Yes
Page 12 of 13
PERMIT INSPECTION HISTORY for (CBR2022-1926)
Permit Type: BLDG-Residential Application Date: 06/03/2022 Owner: TRUST MALEWICZ FAMILY TRUST
Work Class: Second Dwelling Unit Issue Date:
06-26-87, TRUST MALEWICZ KARA A
REVOCABLE LIVING
08/22/2022 Subdivision: LA COSTA MEADOWS #4
Status: Closed -Finaled Expiration Date: 03/05/2024 Address: 2626 OBELISCO PL
CARLSBAD, CA 92009-6527 IVR Number:
Scheduled Actual Inspection Type Inspection No.
Date Start Date
01/05/2024 01/05/2024 BLDG-Final Inspection 235877-2024
Tuesday,January 30,2024
Checklist Item
BLDG-Building Deficiency
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
COMMENTS
41052
Inspection Primary Inspector
Status
Passed Chris Renfro
Reinspection Inspection
Passed
Yes
Yes
Yes
Yes
Yes
Complete
Page 13 of 13
DATE: 8/3/2022
JURISDICTION: Carlsbad
• 1W
I NTERWEST
A SAFEbulll COMPANY
PLAN CHECK#.: CB-CBR2022-1926
PROJECT ADDRESS: 2626 Obelisco Place
SET: II
PROJECT NAME: Construction of detached ADU
□ APPLICANT
□ 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 check list transmitted herewith is for the applicant's information. The plans are being held at
lnterwest 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 the jurisdiction at:
Kristin von Zweck
~ lnterwest staff did not advise the applicant that the plan check has been completed.
D lnterwest staff did advise the applicant that the plan check has been completed.
Person contacted: Kristin von Zweck Telephone#: (760) 931-0426
Date contacted: (by: ) Email: kristinvonzweckarchitect@gmail.com
Mail Telephone Fax In Person
0 REMARKS:
By: Richard Moreno
lnterwest
Received on: 7/20/2022
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, Californ ia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
STRUCTURAL CALCULATIONS
FOR
MALEWICZ ADU
2624 OBELISCO PLACE
CARLSBAD, CA 92009
S22-001
04/22/2022
CLIENT:
KARA MALEWICZ
...J
Q.
'°O NU ~ Cl)
I -N -.J NW om ~~
mN
(.)~
AL£XBROWN
!;),U!INl:f~lt-JC
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0
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TABLE OF CONTENTS
1. Design Criteria
2. RoofFrruning
3. Floor Framing
4. Lateral analysis
5. Foundation
6. Retaining Wall
1 to 2
3 to 12
13 to 20
21 to 26
27
28 to 3~
ALEX BROWN
ENGINE:ERING
931' 01.DMAM COURT
ENclNJTAS, CA 92024
TEl.("/60)~-
CEUC760)815-1216
XMl!ll'IOW~OLOIIAI..-N'.T
Malewicz Accessory Unit
S22001
02/2022
I. Design Criteria
References: 2019 CBC
Loads:
Roof Dead Loads
at sloped roof:
LT wt cone tile
½" plywood
2x roof joists @ 12" o.c.
Insulation
Ceiling/ Lights
Mech/Elec
Misc.
8.0 psf
1.5
4.5
0.5
3.0
2.0
0.5
Total 20 psf
Roof Dead Loads at flat roof : 1 Sp:;f (built up roofing)
Roof Live load: 20psf (2.5:12 slope) not reducible
Floor Dead Load
Floor Live Load -40 psf
Deck Live Load -60 psf
Exterior wall: 15 psf (stucco)
Interior wall: 7 psf
¾,,T&Gshtg
Floor framing
Flooring
Insulation
MisceHancous
2.5 psf
3.0
5.0
1.0
0.5 ---
Total 12 psf
Male\\~cz Accessory Unit
S22001
02/2022
Wind: Directional Procedure per chapter 27 of ASCE 7-16: Enclosed simple
diaphragm building <1 60ft. Exposure B, Risk Category Il, 110 mph zone,
25 ft. Max Height
Seismic:
Wall loads (Table 27.5-1) Ph= 18.0 psf
Po = 18.0 psf
Roofloads {Table 27.5-2) Pz= 29.1 x 0.713 = 20.7 psf
ASCE 7-16 Seismic Design Provisions
Zip Code-92009
Site Class D
Seismic Design Category D
Sos= 2/3 FaSs
Ss = 0.947
Fa = l.121
Sos =0.708
I = 1.0 (Risk Category II))
R= 6.5 (Light framed wall with wood structural panels)
V = 0.708W = 0.lt0W
(6.5/1.0)
Convert to ASD, V = 0.7(0.l lO)W = 0,077W
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Project Title: Engineer:
Project ID:
ProJect Descr:
Project File: Malewicz.ecS
ex Brown Engineering {C)
Description : Roof Framing
Wood Beam Design : RJ-1
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 2x12, Sawn, Fully Braced
Uslng Allowable Stress Design witn ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb -Tension 900.0 psi Fe -Pr1I 1,350.0 psI Fv 180.0 psi Ebend-xx
Fb • Compr 900.0 psi Fe -Perp 625.0 psr Ft 575.0 psi Eminbend -xx
1,600.0ksl
580.0ksi Density 31.210pcf
Applied Loads
Unif Load. D = 0.020, Lr= 0.020 le/ft. Trib= 1.0 ft
Design Summary
Max fb/Fb Ratio =
lb: Actoal : Fb : Allowable :
Loed Comb :
Max fv/FvRatio -fv: Actual : Fv : Allowable :
Load Comb:
0.821; 1 1,062.44 ps, at 11.835 ft in Span# 1 1.293.76 psi
+D+Lr
0.173: 1 38.99 psi at 0.000 ft in Span # 1 225.00 psi
+D+Lr
Max Reactions (k) Q
Left Support 0.24
l.r
0.24 0.24 Right Support 0.24
Wood Beam Design : RJ-2
!:!
Q{Q.020) Lr(0.0 20)
ax c ons
2x12
23.670 ft
Transient Downward 0.4991n
Ratio 569
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
Ratio
Total Upward
Ratio
0.997 In
284
LC: +D+Lr
0.000 in
9999
LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 2x10, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.2
Fb -Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180.0 psi Ebend-xx
Fb -Compr 900. 0 psi Fe -Perp 625 0 psi Ft 575.0 psi Em1nbend • xx
1,600.0ksi
580.0ksi
Density 31.210 pcf
Apollgc1 l.olJds
Unlf Load: D = 0.0150, Lr= 0.020 k/ft, Trlb= 1.0 ft
1 Point: 0,. 0.030, Lr= 0.040 k@ 15.0 ft
0e,1,m Summary
Max fb/Fb Ratio = 0.676; 1
fb : Actual : 836.63 p!W at 10.083 ft in Span# 2 Fb : Allowable · 1,237.60 psi
Load Comb : +D+Lr
Max fv/FvRatio = 0.163 : 1 fv : Actua.l : 36.70 pai at 17.760 ft in Span# 2
Fv : Allowable : 225,00 psi Load Comb ; +O+Lr
Max Reactions (k) Q .L Left Support. 0.21 Right Support 0.16
I.! 0.28 0.21
s 'ti.
2x,o H ... 0(0.0150) Lr(0.020!
4.0 rt 1-----t
2)(10
HUSO rt
ax 101'1S
!i Transient Downward 0.329 In Total Downward
Ratio 673 Ratio
LC: Lr Only
Transient Upward --0.198 in Total Upward
Ratio 482 Ratio
LC: Lr Only
o.sn In
385
LC: +D+Lr
-0.347 In
21e
LC: +D+Lr
Project Tille:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam Project File: Malewicz.ec:6
LI
Wood Beam Design : RJ-3
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 2x10, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axla Bending Wood Species ; Douglas Fir-Larch Wood Grade : No.2
Fb • Tension 900.0 psi Fe -Prll 1,350.0 psi Fv 180 O psi Ebend-xx 1,600.0 k.sl
Fb -Compr 900.0 psi Fe • Perp 625.0 psi Fl 575 O psi Eminbend -xx 580.0 ksl
Density 31.210 pcf
App/led Loads
UnH Load: D = 0.020, Lr = 0.020 k/ft. Trib= 1.0 ft
Deskm Summery
Max fb/Fb Ratio =i:
fb : Actual . Fb ; Allowable :
Load Comb :
Max fv/FvRatio ~ fv : Actual ; Fv : Allowable :
Load Comb :
0.588; 1 836.72 psi at 8.663 ft in Span# 1 1,423.13 psi
+D+Lr
0.170:1
38.33 psi at 17.500 ft In Span# 1 225.00 psi
+D+Lr
Q 1. 'Ii. Max Reactions (k)
Left Support Right Support 0.17
l.[
0.17 0.22 0.22
Wood Beam Design : RJ-4
.1::1
ax ons
D(0,020J Lr(0.020..l
2x10
17.60ft
Transient Downward 0.260in Total Downward
Ratio 806 Ratio
LC; Lr Only
Transient Upward -0.092 in Total Upward
Ratio 520 Ratio
LC: Lr Only
0.521 in
403
LC: +D+Lr
-0.184 In
260
LC: +D+Lr
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 2-2x10, Sawn, Fully Braced
Using Alloweble Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.2
Fb-Tenslon 900.0 pal Fe -Prll 1,350.0 psi F11 180.0 psi Eban<J.. >0< 1,600.0 ksl Density 31 .210pcf
Fb • Compr 900.0 psi Fe · Perp 625.0 psi R 57~.o psi Emlnbend -xx 580.0ksl
ADDlifcl Loads
Unif load: D = 0.020. Lr= 0.0270 k/ft, Trib= 1.0 ft
1Point D::: 0.2850, Lr= 0.380 k@15.0 ft
t2nkl.O.Summnrv
Max fb/Fb Ratio = o. 728; 1 lb : Actual : 901.41 psi at 12.395 ft In Span # 2
Fb : Allowable: 1.237.50 psi
load Comb : +D+Lr
Max fv/FvRatio = 0.221 : 1
fv ·Actual : .-9.67 psi at 17.760 ft In Span# 2 Fv • Allowable : 225.00 psi
load Comb : +D+Lr
Max Reactions (k) .D. .L. I.! ~ W. g
Left Support 0.33 0.44 Right Support 0.41 0.55
j 2-2x10 '
~ O(0.020JJ,..!1Q.0270)
◄.0 ft , -t
x ona
li Transient Downward 0.352 ln
Ratio 631
LC: Lr Only
Transient Upward -0.208 in
Ratio 460 u .;:uumy
2-2x10
18.50 ft
Total Oownwerd
Ratio
Total Upward
Ratio
0.613 In
361
LC. +D+Lr
-0.363 in
264 LO. T t)'TL.t
-I
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam Project File: Malewicz.ec6
UC#. rnwn EnglRHnng
Wood Beam Design : HDR-1
Calculations per NDS 201B, IBC 201B, CBC 2019, ASCE 7-16
BEAM Size : 6x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No. 1
Fb -Tension 1350 psi Fe• Pr11 925 psi Fv 170 ps[ Ebend• xx 1600ksl
580ksi
Denstty 31 21 pcf
Fb-Compr 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx
Applied Loads
UnifLoad: 0 = 0.1250, Lr= 0.080 k/ft, Trib= 1.0 h
QuJgn summary
Max fb/Fb Ratio = 0.321 • 1
tb : Actual : 535.24 psf at 6.000 ft 1n Span # 1 Fb: Allowable : 1,666.76 psi
Load Comb : +D+LT
Max fv/FvRatio = O .145 : 1 fv : Actual : 30.84 psl at 11.240 ft in Span# 1 Fv : Allowable : 212.50 psi
Load Comb : +D+LI
Max Reactions (k) !! .L
Left Support 0.75 Right Support 0.75
Wood Beam Design :
I.(
0.43
0.43
HDR-2
!:!
a,c ns
D(O 12!!0) IJ(0 OCIO)
6x10
12.0 ft
Transient Downward 0.060in Total Downward
Ratio 2412 Ratio
LC: Lr Only
Transient Upward 0.000tn Total Upward
Ratio 9999 Ratio
LC:
,Ii,,.,
... ---1 I
0.153 in
941
LC: +O+LI
0.000 in
9999
LC:
COlculatlons par NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Stze : 6x8, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Flr-Larcti WOO<l Graoe . No. 1
Fb -Tension 1350psi Fc-Prll 925psl Fv 170psl Ebend-xx 1600ksl Density ~1.21pcf
Fb -Compr 1350 psi Fe -Perp 625 psi Ft 675 psi Emlnbend • xx 580 ksi
Applied Loads
Unif Load: D"' 0.1250, Lr = 0.080 k/ft, Tribr 1.0 ft
Design summary
Max fb/Fb Ratio = 0.288; 1
lb : Actual : 483.05 ps, at Fb : Allowable : 1,676.22 psi Load Comb : +O+Lr
4.500 ft in Span # 1
Max fv/FvRatlo = 0.137 : 1 fv : Actual : 29.07 psi at Fv : Allowable : 212.50 psi
Load Comb : +O+-Lr
0.000 ft In Span# 1
Max Reactions (le) 12. .b ~
left Sl)pport 0.56 0.36 Right Support 0.56 0 36
tf 0.038 1n
2814
LC: LI Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward
Ratio
Total Upward
Ratio
0.098 in
1098
LC: +D+Lr
0.000 in
9999
LC:
Wood Beam Design : HDR-3
Project Title:
Engineer.
Project ID:
Project Descr.
ex rown ngtneenng
Project File: Matewicz.ec6
C) ENERCALC INC 1983-2022
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 6x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.1
Fb • Tension 1350 psi Fe• Prll 925 psi Fv 170 psi Ebend-xx
Fb • Compr 1350 psi Fe • Perp 625 psi Ft 675 psi Emlnbend • xx
Applied Loads
Unif Load: D = 0.220, Lr= 0.220 k/ft, Trib= 1.0 ft
1600ksl
580ksi
Density 31.21 pcf
Design Summary
Max fb/Fb Ratio =
fb : Actual : 0.274· 1 460.80 ps( at
1,679.83 psi
+D+Lr
0{0.220J IJ{0.220)
Fb . Allowable . Load Comb :
Max fv/FvRatio = fv : Actual : Fv : Allowable :
Load Comb :
0.179: 1 38.08 psi at 212.50 psi
+D+Lr
Max Reactions (k) Q
Left Support 0.66
.!, 1.!
0.66 0.66 Right Support 0.66
Wood Beam Design : HDR-4
3.000 ft in Span # 1
5.380 ff in Span # 1
1:1
ax ect,ons
6'x8
6.0ft
Transient Downward 0.021 In
Ratio 3453
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.042 In
Ratio 1726
LC: +D+Lr
Total Upward 0.000 in
Ratio 9999
LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 4x10, Sawn, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Ax.is Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.2
Fb • Tension 900 O psi Fe -Prtl 1,350.0 psi Fv 180.0 psi Ebend-xx 1,600.0 ksl Density 31.210 pcf
Fb -Compr 900.0 psi Fe -Perp 625.0 psi A 575.0 psi Eminbend -xx 580.0 ksl
Appf/9d Loads
Unif loed: D = 0.40, Lr= 0.420 k/ft. T ribs 1.0 ft
Posi9o summary
Max fblFb Ratio • 0.259; 1 fb : Actual : 346.55 psi at Fb : Allowable : 1,339.57 psi Load Comb : +O+L.r
Max fv/FvRatlo = 0.188 : 1
fv : Actual : 42.27 psi at
Fv : Allowable : 225.00 psi
Load Comb : +D+Lr
Max Reaclions (k) 0 L
Left Support 0.75 Right Support 0.75
.Le 0.79 0.79
1.875 ft in Span# 1
0.000 ft in Span# 1
w
I-----____ 3_.7_50_11 ____ -----;
ns
li Transient Downward 0.005 ln Total Downward 0.010 in
Ratio 8846 Ratio 4531
LC: Lr Only LC: +D+Lr
Transient Upward 0.000 In Total Upward 0.000 In
Ratio 9999 Ratio 91X19
LC: LC:
Project Title:
Enftineer:
Project ID:
Project Descr.
Multiple Simple Beam Project File: Malewicz.ec6
ex rown nglneenng C INC 1~3-2022
Wood Beam Design : OutriQQer
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 2x10, Sawn, Fully Braced . Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.2
Fb -Tension 875.0 psi Fe -Prll 600.0 psi Fv 170.0 psi Ebend-)0( Density 31.210 pcf
Fb -Compr 875 0 psi Fe -Perp 625.0 psi Ft -425.0 psi Emlnbend -xx
1,300.0 ksi
470.0ksi
lfpo/1e<J (,o8ds
Unlf Load: D = 0.040, Lr= 0.040 kJft, Trib= 1 .0 ft
Design summary
Max fb/Fb Ratio = 0.075 • 1
fb : Actual : 89. 76 psf at Fb : Allowable : 1,203.13 psi
Load Comb : +D+Lr
Max fv/FvRatio = 0.050: 1 fv : Actual : 10.64 psi at Fv : Allowable : 212.50 psi
Load Comb : +O1-Lr
Max Reactions (k) .12 L Left Support -0.00
Right Support 0.16
ll -0.00 0.16
2.000 ft in Span# 1
2.000 ft in Span# 1
tl
,.,.wrr, ~ .'"• ◄ -,;: .. 1
"°'_,~ ":~:.,,. «,., tf' '• ,""'~•~-~ ',l, "t:!fK~~
' ~ -' . . .
2.Ott
X Ii
0.0021n Transient Downward
Ratio 9999
LC: Lr Only
Transient Upward -0.000 In
Ratio 9999
LC: Lr Only
2.01\
Total Downward
Ratio
Total Upward
Ratio
0.004 In
9999
LC: +D+Lr
-0.000 In
9999
LC: 1-0-.Lr
~ ;-
~
<?., --. t \,J r -
1>:
ftll!)AllOII IIQ9
• ---ntwl'ft tsr• .... c-~ ....... "'6Nr'
l ~ z
t:-ff' Ill
tt I
I
I
I
I
--.::::. __. ---.v ~-~
t\ ALE' ~J\t. "'I,,. A"O'--l
0 1, ( 7.--:)'1, 1.,
"?'21 -0 0\
[ I I l J
Llo..,-11-~y \1
... )1,,flr
C:,...-t,~{ "r,.. \ I < l.f )~'t
t lJ.:G ~ X 11-·~r-tt-1:.-I
-~,~ L,. --
\,Jr)... -/ 1''.f-)( I -:. t t.. p lr
v-. ..._ Li'o "'lC, \ ,.,, ~ pl t
s~ ....
p9_ .. ( ¥l X ~.~ ~ 1. \_) + C, t. r,+ r I ">.\_ Y'-;J -:.. '.)S'I. P
"'-.... 4o ?< '-\. ~ I 11., --I; {.z.:.Jf>
~ <f;, r ,_ ti"":,_ -7
w~... I 1f,-f°'l< 1 .--1,,_ f If
k.. ·-~o )c l ,._ Lroplf'
t..M 2 ~ t t-P11)/-:. ~ 2.
e p,c-(I.e..
\,.)
1 1 1 t .t t
L '\
~"\.)\ (. 'L ~
C)"L,-(,...,.,,,1.,.
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.~ f1l.tr1l tJ 0-f
r1-.'-' ,_ t-, 1~. ~ -rr--r_J.__,;.__, _1 _1~(,J--'-' ---'----"l.
~~vi:"--1 1 ~ o.., ~ ( 1-,~i ><: ~i, .f 1, ~( /1.~J-~ IS i ?< '-J-.. ~7/-r-l ""--31
-1>_-....... ~--
t,,. ,, lf<,)'l1.~\t~1..-•!)o'•l>H'->fl> i i'i>',-<.,1 ,,t
1.r-,~ --,""l., rJ-~ c ._ ri fi r
~ --'-r-:> ~ 1 • .,. Lt~ f1 r
Iv\ Lf \,,..).(.., 1.. .,\"OJ
O?,, I~ 1.il.-
"? 2-i -oe I
,....,t.yz.. ') ( ~ l').:-,,f..
--z. k>t t' .!-( I t-p-J )l tt,5-) ~ C itJ I' iJ
+ Ctr,t y'P·) -t.t ,cr"p1t-
\,...(,.l\
~,\<.. ~ 1 ~:) P' (1,)..,-i)
C:.>, --N~~ y ,&.~ } ~ ::: --S7o ~
\
l-,i-.,: ~ h:>'fw .i.-C ~ x >1,_) '>-G~ ~
+--C1¥y"l.' ') -""½Sl)pr
\,J~ .... -.., t 'f>~p\~ (u..-i,)
W1, ... ( 110 pJ ')< ~~ ) ,-~ p\1 t;:-1.1.. . L
------
t-;\-u:."\...t \c1.... ,ltOv
o i, I io ,., .,_
5'2.-l -ou\
f~--1.. ,,Q.--~1--<p.,
~-~
~ -c('J,o },,, )\·-~l->(>s )''I')
--/.f.fOfl f-1· ;_
u"'"'-... L l'-~,t ... 6-),pl i-
.,
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam Project File: Malewicz.ecG
UC#: rown ngineering (c) ENER ALC INC 1983-2022
Description : Floor Framing
Wood Beam Design : FJ-1
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
2x12, Sawn, Fully Braced Using Allowable Stress Design With ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No2
Fb -Tension 900 psi Fe -Prll 1350 psi Fv 180 psi Ebend-xx
Fb -Compr 900 psi Fe -Perp 625 psi Ft 575 psi Eminbend -xx
BEA Size :
Applied Loads
Unif Load: D = 0.0120. L = 0.040 k/ft, Trib:: 1.0 ft
Duloo Summary
Max fb/Fb Ratio = 0.860. 1
fb : Actual : 889.93 psi at Fb : Allowable : 1,035.00 psi 9.500 ft in Span # 1
Load Comb : +D+L
Max fv/FvRatio = 0.221 : 1
fv : Actual : 39.81 psi at Fv: Allowable : 180.00 psi 0.000 ft in Span# 1 I-.. 19.0ft:
Load Comb : +D+L ax 10ns
Max Reactions {k) 12 !.
Left.Support 0.11 0.38 Right Support 0.11 0.38
'Ii. g Transient Downward 0.414 in
Ratio 550
LC: L Only
Transient Upward 0.000In
Ratio 9999
LC:
Wood Beam Design : FJ-2
16OOksi
58Oksi
Density 31.21 pcf
Total Downward
Ratio
Total Upward
RaUo
0.538 in
423
LC: +D+L
0.000 in
9999
LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 4x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.2
Fb -Tension 875 psi Fe -Prll 600 psi Fv 170 psi Ebend-xx
Fb -Compr 875 psi Fe -Perp 625 psi Ft 425 psi Eminbend • xx
ApplledLo,cts
Unlf Loed: D = 0.0120, L = 0.040 k/ft, Tri!>= 1.0 ft
1 Point D = 0.3560, Lr "' 1.020 k @ 3.50 ft
Design Summary
Max fb/Fb Ratio = 0.555 • 1
fb : Actual : 667.66 psf at 3.513 ft in Span# 1 Fb : Allowable : 1,203.13 psi Load Comb : +D+o.7501.r+0.750L
Max fv/F11Ratio = 0.217 : 1
fv : Actual : -46.06 psi at 0.000 ft In Span # 1 Fv : Allowable : 212.50 psi
Lo.d Comb: +0+O.75OLl'+0.750L
Max Reactions (k) 12 L LC .S.
Left Support 0.38 0.34 0.81 Right Support 0.18 0.34 0.21
w. E
ax ons
H Transient Downward 0.200 in
Ratio 1020
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
1300 ksl
470ksl
Density
Total Downward
Ratio
31 21 pcf
0.365 in
559
LC: +D+O.75OLr+O.750L
Tota.I Upward 0.000 in
Ratio 9999
LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Project Ale: Malewlcz.ec6
Brown Engineering (C) ENERCALC INC 1983-2022
Wood Beam Design: FJ-3
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 2x12, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species • Douglas Fir-Lerch Wood Grade : No.2
fb-Tension 900.0 psi Fe-Prll 1,350.0 psi Fv 180.0 psi Ebend-xx
Fb -Compr 900.0 psi Fe -Perp 625.0 psi Ft 575.0 psl Emlnbend -xx
1,600 0ksl
580.0ksl
Density 31.210 pcf
~pplied Loads
Unlf Load: D ., 0.0120, L = 0.040 k/ft, Trib= 1.0 ft
Design summary
Maxfb/FbRatio = 0.815·1 fb : Actual : 843.71 psi at 9.250 ft In Span# 1
Fb : Allowable : 1,035.00 psi
Load Comb : +O+L
Max fv/FvRa1io = 0.21 4: 1 fv : Actual : 38.48 psi at 17.575 ft in Span# 1 Fv : Allowable : 180.00 psi
Load Comb : +D+L
Max Reactions (k) Q !.
LeftSupport 0.11 0.37
Right Support 0.11 0.37
'Ji. Ii
Wood Beam Design : F J-4
18.50 ft
ax e ions
Transient Downward 0.372in
Ratio 596
LC: L Only
Transient Upward 0.000 In
Ratio 9999
LC:
Total Downward 0.484 in
Ratio 458
LC:+O+L
Total Upward 0.000 In
Ratio 9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size : 4x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations. Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.2
Fb-Tension 900 psi Fe-Prfl 1350 psi Fv 180 psi Ebend-xx 1600ksi
580ksi
Density 31.21 pcf
Fb -Compr 900 psi Fe -Perp 625 psi Ft 575 psi Emlnbend -xx
AppliodLoeds
Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 1.0 It
1Polnt: D=0.370, L=1.110k@3.50ft
Design Summary
Max fb/Fb Ratio = 0.914 • 1 fb , Actual: 905.10 ps( at Fb : Allowable : Q90.00 psi
Load Comb : +O+L
3.885 It in Span# 1
Max fv/FvRatio • 0.346: 1
fv : Actval . 62.21 psi at Fv : Allowable : 180.00 psi
Load Comb : +D+L
0.000 ft in Span# 1
Max Re.ictlons (k) Q L .Le .s w .E
LeftS~ 0.41 1.27
Right Support 0.18 0.58
I
Jj
T I
ax ns
0(0.0120} L(0.040)
4x12
18.50 ft
Transient Downward 0.369in Total Downward
Ratio 601 Ratio
LC: L Only
Transient Upward 0.000 In Total Upward
Ratio 9999 Ratio
LC:
0.487 in
456
LC:+D+L
0.000 in
9999
LC:
Project Title:
Engineer:
Project ID:
ProJect Descr:
Multiple Simple Beam Project Fite: Malewicz.ec6
LI # • KW-06017965, Build' .22.4.1 6 Alex Brown ngineenng
Wood Beam Design : FB-1
Calculatlons per ND$ 2018, !BC 2018, CBC 2019, ASCE 7-16
BEAM Size : 6x12, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.1
Fb-Tension 1350 psi Fe -Prll 925 psi Fv 170 psi Ebend-xx
Fb -Compr 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend -xx
Applied Loads
Unif Load: D = 0.430, Lr= 0.280, L = 0.370 k/l't, 0.0 ft to 5.0 ft, Trib= 1.0 ft
Unlf Load: 0 = 0.350, Lr::: 0.280, L = 0.060 k/lt, 5.0 to 11.0 ft, Trib,. 1.0 ft
1Polnt: D = 0.430, L = 1.320 k@S.0 ft
Design Summaiy
Max tb/Fb Ratio =
lb : Actual : Fb : Allowable :
Load Comb :
Max fv/FvRatio == fv : Actual :
0.995· 1
1,343.46 psf at
1,350.00 psi
+D+L
4.987 ft in Span # 1
0.000 ft in Span# 1 11.0 ft
Fv:Anowable :
load Comb :
0.552: 1 93.76 psi at
170.00 psi
+D+L ax ions
Max Reactions (k)
Left Support Right Support
12 .!. J.r:
2.47 2.25 1.54 2.21 1.28 1,.54
Wood Beam Design : FB-2
w H Transient Downward 0.114In
Ratio 1159
LC: L Only
Transient Upward 0.000 In
Ratio 9999
LC:
16001<.si
580 ksi
Density 31 21 pcf
Total Downward 0.280 in
Ratio 471
LC: +O+0.750Lr+0.750l
Total Upward 0.000 In
Ratio 9999
LC:
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 8x12, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major AKis Bending
Wood Species : Douglas Fir-Larch Wood Grade : No.1
Fb -Tension 1350 psi Fe -Pril 925 psi Fv 170 psi Ebend-xx 1600 ksl Density 31.21 pcf
Fb • Compr 1350 psi Fe -Perp 625 psi Ft 675 psi Eminbend • xx 580 ksi
Applied Loads
Beam self weight calculated and adcle<I to loecls
Unif Load: D = 0.140, Lr= 0.080 kin, Trib= 1.0 ft
1Polnt: D = 0.370, L = 1.110 k@) 3.50 ft
Design Summary
Max fb/Fb Ratio =
lb : Actual :
Fb : Allowable :
0.691; 1 932.53 ps1 at
1.35000 psi
+D+L
7 .400 ft In Span # 1
Load Comb :
Max fv/FvRatio = fv : Actual : Fv : Allowable :
Load Comb :
Max Reactions (k)
Left Support Riehl Support
0.346: 1 58.81 psi at 170.00 psi
+O+L
Q l. .I.I:
1.72 0.90 0.74 1.49 0.21 0 74
0.000 ft in Span# 1
w .e. !:! 0.190in
1168
LC; Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.642 in
Ratio 345
LC: ~D-t-0.700U+0.7®L
Total Upward 0.000 In
Ratio 9999
LC:
M.Jiu.: l--J, (:t Aw
01,.,{ 1,.,)1, 1.-
<;iz.. -<))\
f \,.,\u-)) .... I~~ '-/ v , c..~ }'.l <o ~f -==-I (.,tJ~i Nfrv
·-· L <;.. P".( ~ Z\ 1-'1, <;' )-.. ~ p\r
~Y''\ \(.. !,v/\l"l~ t.1µ PJf.>.;\./ ~
Vv;, ~ ((-iap-~.,. :;:,\'': 1,.,' ) l-Cio~ ><""z h~ ~~ ~
Uz.,,__ -((11.-1~t + ro~) Y. ZA') \-C ro~ X 'ill J+ (J;;r¾ X 5' 1) .. ~7)__
I l-z,'i-:T ~(-
\J-:.. (), 077 Cti1-90)-°1 1 p\f-L. ll.f1 pY /· W/M) 4 1)\ki1.vj
\JJv--""" " ( ( 1/:J(>-J-r <;~f ) -r (,,d ) "' Ctvr,i ~ 1z \ .7:, --/1 (.,,"'>-5' plr
u½~-.. ( (h-rt 11: /of.,.r l v ,-.; ) .1. Cr~ pf '1-1'l,_) "> +-( 1-s-rst }C 91) "'-I/• '1 L p \r
"bf 1. l'f plt
V '1,. u. on C--\i1~ ") -::.-1-;-i. ~If--;. 1u. p\f-<.. /t-/'1 plf , • w, VJ s~W{ N)
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8
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71
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.,_ ~1 ,
......7 -ut..-; yb (l ft, i....,.,->v:> '>1<--.. w0
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v""" .... "¾ ~ \':>~ -;:,, ter \ ,oK-
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Cantilevered Retaining Wall
UC#: -06017005, Build:2 .22.4.16
Code Reference:
Project Title:
Engineer:
Project ID:
Project Descr.
rown Eng,neenng
Calculations per lBC 2018 1807.3, CBC 2019, ASCE 7-16
Criteria
Retained Height = 4.00ft
Wall height above soil = 0.50ft
Slope Behind Wall 3.00
Height of Soil over Toe = 24.00ln
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel = o.o psf
USed To Resist Sliding & Overturning
Surcharge Over Toe • o.o
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load "'
Axial Uve Load
Axial Load Eccentricity •
0.0 lbs
O.Olbs
0.Oln
Soil Data
Allow Soil Bearing = 2,500.0 psf
Equivalent Fluid Pressure Method
Active H~I Pressure = 47.0 psflft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
Footingl!Soll Friction
Soil height to ignore
for passive pressure
= 300.0 psf/ft
= 110.00 pcf
= 110.00 pcf
0.350
12.00 in
Lateral Load Applied to Stem
Lateral load 0.0 #/ft
... Height to T OJ: .. 0.00 ft
... Height to Bottom • 0.00 fl
Load Type "' Wind (W)
(Service Level)
Wind on Exposed Stem =
(Service Level)
0.0 psf
Project File: Malewicz.ec6
Adjacent footing Load
Adjacent Footing load = 0.0lbs
Footing Width "' 0.00 ft
Eccentricity = 0.OOln
Wall to Ftg CL 01st .. 0.00 ft
Footing Type Spread Footing
Base Above/Below Soil
at Back of Wall .. 0.01t
Poisson's Ratio = 0.300
Cantilevered Retaining Wall
# • KW--06017005, B11i d:20.22.4. 18
Design Summary
Wall Stability Ratios
Ove.rtumlng
Sliding
Global Stability
=
2.58 OK
2.56 OK
2.73
Total Bearing Load 1,425 lbs
... resultant ecc. = 8.42 in
Eccentricity outside middle third
Soil Pressure@Toe = 1,732 psf OK
Soll Pressure @ Heel = 0 psi OK
Allowable • 2,500 psf
Soll Pressure Less Than Allowable
ACI Factored @Toe = 2,425 psf
ACI Factored @ Heel =-0 psf
footlng Shear @ Toe =
Footing Shear @ Heel =
Allowable ,.
Sliding Cales
4.0 psi OK
6.1 psi OK
75.0 psi
Lateral Sliding Force = 664.1 lbs
less 100% Passive Force -1,200.0 lbs
less 100% Friction Force • • 498.7 lbs
Added Force Req'd : 0.0 lbs OK
H • .for 1 .. 5 Stability = o.o lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building COde
Deaa Load
Liva Load
Earth.H
Wind.W
Seismic, E
1.200
1.600
1.600
1.000
1.000
Project Title:
Engineer:
Project ID:
Project Descr.
Alex rown nglneenng
Stem Construction Bottom
Stem OK 0.00 Design Height Above Ft, ft=
Wall Material Above ~Ht" • C-Oncrete
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Soction
Service Leval
Strength Level
Moment ... Actual
Service Level
Strength Level
Moment. ... .Allowabte
Shear-.. .Actual
Service Level
Strength Level
Shear .... .Allowable
Anet (Masonry)
Wall Weight
Rebar Depth 'd'
Masonry Data rm
Fs
Solid Grouting
Modular Ratio 'n'
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
= SD
• 7.25
= # 4
= 12.00
=
lbs =
lbs=
ft-#:
ft-#=
psie
psi=
psi =
in2=
psf =
in •
psi •
psi=
=
Center
0.2$2
601 .6
802.1
3,050.1
13.8
75.0
90.6
3.63
= ASD
Concrete Data ------------------------
re
Fy
psi= 2,500.0
psi"' 60,000.0
Project Title:
Engineer:
Project ID:
Project Descr:
Cantilevered Retaining Wall Project File: Malewicz.ec6
LIC# . KW-0601 ex rown ng1nee11ng
I Concrete Stem Rebar Area -Details I
Bottom Stem Vertical Reinforcing Horizontal Reinforcing
0.0539 io2/ft
0.0719 ln2/ft Min Stem T&S Reinf Area 0.783 in2
As (based on applied moment) :
(4/3) •As:
200bd/fy : 200(12)(3.625)/60000 :
0.0018bh : 0.0018(12)(7.25):
0.145 ln2.lft Min Stem T&S Reinf Area per ft of stem Height: 0.174 tn2/lt
0.1566 in2/ft Horizontal Reinforc.ing Options :
•••--•••••• One layer of : Two layers of :
Required Area : 0.1566 in2/ft #4@ 13.79 in #4@ 27.59 In
Provided Area : 0.2 in2/ft #5@ 21.38 in #5@42.76 in
Maximum Area : 04911 ln2/ft #6@ 30.34 in #6@ 60.69 in
Footing Data
Toe Width = 0.95 tt
Heel Wldtll = 1.55
Total Footing Width = 2.50
Footing Thickness ~ 12.00 in
Key Width -= 7.25 in
Key Depth = 0.00 in
Key Distance from Toe • 0 95 ft
fc ., 2,500 psi Fy = 60,000 psi
Footing Concrete Density = 150.00pcf
Min. As % = 0.0018
Cover@ Top 2.00 @ Btm:= 3.00 In
Footing Design Results
I.2l
Factored Pressure = 2.425
Mu' : Upward = 880
Mu' : Downward = 199
Mu: Design = 681 NG
phiMn = 7,663
Actual 1-Way Shear = 4.03
Allow 1-Way Shear • 75 00
Toe Reinforcing .. #4@ 12.00 in
Heel Reinforcing • # 4 @ 12.00 in
Key Reinforcing = None Spec'd
Fooling Torsion, Tu =
Footing Allow. Torsion. phi Tu •
.tiB.l 0 psf
0 ft-#
331 ft-#
331 ft-#
8,563ft-#
6.06 psi
75.00 psi
0.00 ft-lbs
0.00 ft-lbs
NG
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe:
Heel:
Key:
Min footing T&S reinf Area
Min footing T&S relnf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@14.35 ln
#6@20.37 in
0.65 ln2
0.26 ln2 1ft
If two laye,. of horizontal bars:
#4@18.52 in
#5@28.70in
#6@40.74 in
Project Title:
Engineer:
Project 10:
Project Oescr:
Cantilevered Retaining Wall Project File: Malewicz.ec6
1983-2022
Summary of Overturning & Resisting Forces & Moments
... -OVERTURNING ..... . .... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs n ft-# lbs ft ft-#
HL Act Pres (ab water tbQ 664.1 1.77 1,176.8 Soil Over HL (ab. water tbl) 4171 2.03 845.0
HL Act Pres (be water tbl) Soil Over HL (bet. water tbl) 2.03 845.0
Hydrostatic Force Watre Table
Buoyant Force .. Sloped Soil Over Heei = 16.5 2.18 36.0
Surcharge over Heel Surcharge Over Heel =
Surcharge Over Toe = Adjacent Footing Load =
Adjacent Footing Load = Axial Dead Load on Stem =
Added Lateral Load == • Axial Live Load on Stem ..
Load @ Stem Above Soll = Soil Over Toe .. 208.5 0.47 98.8
= Surcharge Over Toe =
Stem Weight(s) = 4078 1.25 509.8
Total = 664.1 0.T.M. = 1,176.8
Earth@ Stem Transitions=
Footing Weight = 375.0 1.25 468.8
Key Weight = 1.25
Resisting/Overturning Ratio : 2.58 Vert. Component =
Vertical loads used for Soil Pressure = 1,424.9 lbs Total= 1,424.8 lbs R.M.• 3,036.8
* Axial live load NOT Included in total displayed, or used for overturning
reslt1tance, but i5 Included for 5011 pressure calculation.
Vertical comPonent of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of OVertuming Resistance.
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soll Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pei
0.087 In
The ;ibove calculation is net valid if the heel soil bearing pressure exceeds tl'lat of the toe,
!?~~us~.!h!L\'lil~!Lltlen tend to rotate Into the r~!.il!ll~-~.l
Cantilevered Retaining Wall
LI
2·-0·
1.2s· wl #4@ 12•
#4@121n
@Toe
#4@12"
@Heel
Project Title:
EnQlneer:
Proiect ID:
Project Descr:
Project File: Malewicz.ec6
(C) ENERCALC INC 1963-2022
3
4'-0"
•
Project Title:
Engineer:
Project ID:
Project Descr:
Project Fite: Malewicz.ec6
Engineer1ng (C)
Pp= 1200.00#
"-------'
P7 664#
■ lateral earth pressure due to the soil BELOW water table
SINGLE FAMILY DWELLING
ELECTRICAL SERVICE LOAD CALCULATION
OPTIONAL METHOD NEC 220-30
A.s an alternative method, the STANDARD METHOD,
found in ARTICLE 220 of the National Electric Code, may be used
1. GENERAL LIGHTING LOADS \\f £_ 0
Dwelling 1200 sq. ft. x 3 VA = 36~ ~
Small appliance loads -220-16 (a) 1500 VA x -A-circuits= 60 VA'li O 1~11
Laundry load -220-16(b) 1500 VA x -1..._circuits-= 1500 J"&,A D
General Lighting Total 1 }· L~i....~/\
c\1'< 0 Q\\/\S\ON
2. COOKING EQUIPMENT LOADS -Nameplate Value f>\J\LD\NG
Range 9600 VA = 9600 VA
Cooktop ____ VA= ___ VA
Ovcn(s) ____ VA = ___ VA
Cooking Equipment Total 9600 VA
3. ELECTRIC DRYER 220.18 (Nameplate, 5000 VA minimum)
Dryer 5000 VA = Dryer Total 5000 VA
4. FIXED APPLIANCE LOADS 230-30(bJ)
Dishwasher = •
Disposal=
Compactor=
Water Heater=
Hydromassage Bathtub =
Microwave Oven =
Built-in Vacuum=
-------=
940 VA
12D VA
___ VA
4000 VA
___ VA
1800 VA
___ VA
___ VA
Fixed Appliance Total 7.460 VA
5. OPTIONAL SUBTOTAL (Add all of the above totals)
6. APPL YING DEMAND FACTORS -TABLE 220.30
. . { Fust 10,000 VA x 100% = Opnonal Subtotal (from hne 5) Remaining 23160 VA x 40% =
7. HEATING OR AC LOAD· TABLE 220-30
Larger of the Heating or AC Load =
8. OPTIONAL LOADS TOTAL (Add totals from lines 6 and 7) =
9 MINIMUM SERVICE SIZE -Optional Loads Total -' -240 Volt -
( Please put total on from of card under Compured Load)
33,160 VA
10,000 VA
9264 VA
4800 VA
24,064 VA
100.27 Ampere
BUILDING ENERGY ANALYSIS REPORT
PROJECT:
Malewicz ADU
2624 Obelisco Place
Carlsbad, CA 92009
Project Designer:
KVZ -Kristin Von Zweck Architect
760 Saxony Road
Encinitas, CA 92024
(760) 479-0537
Report Prepared by:
Diane P. Mendoza
D & R Cales
14107 Ipava Drive
Poway, CA 92064
(858) 486-9506
Job Number:
Date:
3/19/2022
..J a.. ~o
NU a, CJ) ~-I ..J NLLl Nee
00
~<O (ll<'I u~
>-,_ -0
ON U)
ON""""' (00 .. ~ N N ~ 0?5 v~ c.o-~ i <.O I
~ N
N N
0 N " co
0
The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is
authorized by the California Energy Commission for use with both the Residential and Nonresidential 2019 Building Energy Efficiency Standards.
This program developed by EnergySoft Software -www.energysoft.com.
TITLE 24 COMPLIANCE REQUIREMENTS SUMMARY
Malewicz ADU
Ceiling Insulation = R-30 min. at new rafters
Roofing -CompShingle -No Cool Roof Req' d Radiant Barrier -No
Wall Insulation = R-21 min . at all new 2 x 6 walls
Floor Insulation -R-19 min . Thermal Mass Areas = N/A
QII-NO
SOLAR-1. 97 kWdc is min PV required to meet the standard design.
Glazing= All new windows & doors are dual glazing. All glass is clear.
Glazing shall be installed with a NFRC certifying label attached
showing Uvalue.
Solar Heat Gain Co-efficient
Ufactor
0 .23 windows, doors
0.30 windows, doors
Owner to purchase windows & doors w/ specified Uvalues & SHGC's or better.
Hot Water Heater = Heat pump Condensing RHEEM #RPOPH40 T2 RH37530 or eq.
Uniform energy Factor is 3.1 min.
IAQ FAN -57 cfm & 0.25 cfm power. Verify w/ Mech . (continuous ventilation
per ASHRAE 62.2 is req'd for IAQ.) HERS VERIFIED . Note IAQ fan on plan w/
timer switch w/ manual off & sound rating of 1 sone.
HSPF -8 .2 min . (New Mini-split) SEER -14 . 0 min. HERS REQUIRED :
Variable capacity heat pump credit was taken which requires HERS inspection
of rated heating capacity, Refrigerant Charge, Airflow in habitable rooms, a
wall mounted thermostat, and ductless units located entirely in conditioned
space . VCHP = ductless mini-split.
*Heater Sizing
Total Sensible heat load -11,356 Btu
*A/C Sizing
Total
Mitsubishi #MXZ-3C24NA2 -29,400 Btu or eq.
Sensible cooling load -14,339 Btu -2 ton
WHOLE HOUSE ATTIC COOLING FAN -N/R for compliance
*These load calculations, sizing & equipment are for Title 24 purposes &
should be verified HVAC by a Mechanical Engineer/Contractor.
Owner may install any Make & Model HVAC equipment that is equal or greater
than the minimum efficiencies listed above. All equipment is listed "or eq"
ALL LIGHTING TO BE HIGH EFFICACY -SEE MFlR FOR SWITCHING & NOTES .
LOCAL EXHAUST FAN RATES BATH= 50 CFM, KITCHEN= 100 CFM, < 3 sones &
listed on CEC directory. HERS VERIFIED**
SONE RATING= 1 FOR CONTINUOUS FAN AND 3 FOR INTERMITTENT FAN.
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
GENERAL INFORMATION
01 Project Name
02 Run Title
03 Project Location
04 City
06 Zip code
Malewicz ADU
Title 24 Analysis
2624 Obelisco Place
Carlsbad
92009
08 Climate Zone 7
10 Building Type Single family
12 Project Scope NewConstruction
14 Addition Cond. Floor Area (ft2) 0
16 Existing Cond. Floor Area (ft2) n/a
18 Total Cond. Floor Area (ft2) 1200
20 ADU Bedroom Count n/a ~
22 Is Natural Gas Available? Yes (l
">;
COMPLIANCE RESULTS I
01 Building Complies with Computer Performance
ts
n ,,,_ rr
1 II H I ,., ,--
1 lj ~L':
<.
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
05 Standards Version 2019
07 Software Version EnergyPro 8.3
09 Front Orientation (deg/ Cardinal) 350
11 Number of Dwelling Units 1
13 Number of Bedrooms 2
15 Number of Stories 1
17 Fenestration Average U-factor 0.33
19 Glazing Percentage (%) 24.67%
21 ~ ADU Conditioned Floor Area n/a
~ ' . ' . ' I' ,, ·, 0 "T.,J ....: ~,.,-
p r"l \F I 1 "\ t --
CflR-PRF-0lE
(Page 1 of 9)
02 This building incorporates features that require field testing and/or verification by a certified HERS rater under the supervision of a (EC-approved HERS provider.
03 This building incorporates one or more Special Features shown below
Registration Number:
222-P010052688A-000-000-0000000-0000
Registration Date/Time:
2022-03-19 11:44:52
HERS Provider:
CalCERTS inc.
CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-03-19 11:39:14
Schema Version: rev 20200901
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
CFlR-PRF-0lE
(Page 2 of 9)
ENERGY DESIGN RATING
Energy Design Ratings Compliance Margins
Efficiency' (EDR) Total' (EDR) Efficiency' (EDR) l Total' (EDR)
Standard Design 55.5 25.7
Proposed Design 55.1 25.2 0.4 I 0.5
RESULT: 3' COMPLIES
1: Efficiency EDR includes improvements to the building envelope and more efficient equipment
2: Total EDR includes efficiency and demand response measures such as photovoltaic (PV} systems and batteries
3: Building complies when efficiency and total compliance margins are greater than or equal to zero . Standard Design PV Capacity: 1.97 kWdc . PV System resized to 1.97 kWdc (a factor of 1.968) to achieve 'Standard Design PV' PV scaling
~ ,-,;
-. ' ENERGY USE SUMMARY ..
Energy Use (kTDV/ft2-yr) I Standard Design I I Proposed Design I Compliance Margin I Percent Improvement
Space Heating 1.33 , ' .... 2.74 -.,, H f' • -1.41 -106
Space Cooling 11.23 12.92 -1.69 -15
IAQ Ventilation 4.04 4.04 0 0
Water Heating 19.81 15.82 3.99 20.1
Self Utilization/Flexibility Credit n/a 0 0 n/a
Compliance Energy Total 36.41 35.52 0.89 2.4
REQUIRED PV SYSTEMS -SIMPLIFIED
01 02 03 04 05 06 07 08 09 10 11 12
DC System Size Azimuth Tilt Array Angle Tilt: (x in Inverter Eff. Annual
Exception Module Type Array Type Power Electronics CFI Solar Access
{kWdc) (deg) Input {deg) 12) (%) (%)
1.97 NA Standard Fixed none true 150-270 n/a n/a <=7:12 96 98
Registration Number:
222-P010052688A-000-000-0000000-0000
Registration Date/Time:
2022-03-19 11 :44:52
HERS Provider:
CalCERTS inc.
CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000
Schema Version: rev 20200901
Report Generated: 2022-03-19 11:39:14
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
REQUIRED SPECIAL FEATURES
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. . Variable capacity heat pump compliance option (verification details from VCHP Staff report, Appendix B, and RA3) . Northwest Energy Efficiency Alliance {NEEA) rated heat pump water heater; specific brand/model, or equivalent, must be installed
HERS FEATURE SUMMARY
CFlR-PRF-OlE
(Page 3 of 9)
The following is a summary of the features that must be field-verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional
detail is provided in the buildng tables below. Registered CF2Rs and CF3Rs are required to be completed in the HERS Registry
Building-level Verifications:
Indoor air quality ventilation
Kitchen range hood
Cooling System Verifications:
• Verified Refrigerant Charge
Airflow in habitable rooms (SC3.l.4.l.7)
Heating System Verifications:
Verified heat pump rated heating capacity
Wall-mounted thermostat in zones greater than 150 ft2 (SC3.4.S)
Ductless indoor units located entirely in conditioned space (SC3.1.4.1.8)
HVAC Distribution System Verifications:
--None --
Domestic Hot Water System Verifications:
--None --
BUILDING -FEATURES INFORMATION
01 02 03
Project Name Conditioned Floor Area (ft2) Number of Dwelling
Units
Malewicz ADU 1200 1
ZONE INFORMATION
01 02 03
Zone Name Zone Type HVAC System Name
ADU Conditioned New Ductless Mini-splitl
Registration Number:
222-P010052688A-000-000-0000000-0000
CA Building Energy Efficiency Standards -2019 Residential Compliance
04 OS
Number of Bedrooms Number of Zones
2 1
04 OS
Zone Floor Area (ft2) Avg. Ceiling Height
1200 9.33
Registration Date/Time:
2022-03-1911:44:52
Report Version: 2019.2.000
Schema Version: rev 20200901
06 07
Number of Ventilation Number of Water
Cooling Systems Heating Systems
0 1
06 07
Water Heating System 1 Water Heating System 2
DHW Sys 1 N/A
HERS Provider:
CalCERTS inc.
Report Generated: 2022-03-19 11:39:14
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz AD U
Calculation Description: Title 24 Analysis
OPAQUE SURFACES
01 02
Name Zone
Front Wall ADU ADU
Right Wall ADU ADU
Back Wall ADU ADU
Left Wall ADU ADU
Interior Surface to ADU Stora
Raised Floor ADU
OPAQUE SURFACES -CATHEDRAL CEILINGS
01 02 03
03 04
Construction Azimuth
R-21 Wall 350
R-21 Wall 260
R-21 Wall 170
R-21 Wall 80
R-13 Wall n/a
R-19 Floor Crawlspace n/a
04 05
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
OS 06 07
Orientation Gross Area (ft2)
Window and Door
Area (ft2)
Front 180 20
Right 583 214
Back 170 12
Left 583 20
n/a 73 0
n/a 1200 n/a
06 07 08 09 10
CFlR-PRF-0lE
(Page 4 of 9)
08
Tilt (deg)
90
90
90
90
n/a
n/a
11
Name Zone Construction Azimuth Orientation Area (ft2)
Skylight Area Roof Rise (x in Roof Roof Emittance Cool Roof
(ft') 12) Reflectance
Roof ADU (Cath) ADU R-30 Roof 350 Front 1200 Cathedral
~ 30 2.5 0.1 0.85 No --
FENESTRATION/ GLAZING
01 02 03 04 OS 06 07 08 09 10 11 12 13 14
Width Height Area U-factor SHGC Exterior
Name Type Surface Orientation Azimuth (ft) (ft) Mult. (ftz) U-factor Source SHGC Sourc Shading e
Fr Door 3 x 6'8 Window Front Wall ADU Front 350 1 20 0.3 NFRC 0.23 NFRC Bug Screen
Window 6 x 3.5 Window Right Wall ADU Right 260 1 21 0.3 NFRC 0.23 NFRC Bug Screen
Window 5x 5 Window Right Wall ADU Right 260 1 25 0.3 NFRC 0.23 NFRC Bug Screen
SI Door 12 x 8 Window Right Wall ADU Right 260 1 96 0.3 NFRC 0.23 NFRC Bug Screen
SI Door 9 x 8 Window Right Wall ADU Right 260 1 72 0.3 NFRC 0.23 NFRC Bug Screen
Window 6x 2 Window Back Wall ADU Back 170 1 12 0.3 NFRC 0.23 NFRC Bug Screen
Window 3 x 3 Window Left Wall ADU Left 80 1 9 0.3 NFRC 0.23 NFRC Bug Screen
Registration Number:
222-P010052688A-000-000-0000000-0000
Registration Date/Time:
2022-03-19 11 :44:52
HERS Provider:
CalCERTS inc.
CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000 Report Generated: 2022-03-19 11:39:14
Schema Version: rev 20200901
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
FENESTRATION / GLAZING
01 02
Name Type
Window 3x 2 Window
Window 2.5 x 2 Window
Skylight (3) 30 x 48 Skylight
OPAQUE SURFACE CONSTRUCTIONS
01 02
Construction Name Surface Type
R-21 Wall Exterior Walls
R-30 Roof Cathedral Cathedral Ceilings
R-13 Wall Interior Walls
R-19 Floor Crawlspace Floors Over
Crawlspace
Registration Number:
03
Surface
Left Wall ADU
Left Wall ADU
Roof ADU (Cath)
03
Construction Type
Wood Framed Wall
.,,..,...,::
r.
Wood Framed
Ceiling
Wood Framed Wall
Wood Framed Floor
222-P010052688A-000-000-0000000-0000
CA Building Energy Efficiency Standards -2019 Residential Compliance
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
CFlR-PRF-0lE
(Page S of 9)
04 05 06 07 08 09 10 11 12 13 14
Width Height Area U-factor SHGC Exterior Orientation Azimuth (ft) (ft) Mult. (ftz) U-factor Source SHGC Sourc Shading e
Left 80 1 6 0.3 NFRC 0.23 NFRC Bug Screen
Left 80 1 5 0.3 NFRC 0.23 NFRC Bug Screen
Front 350 1 30 0.55 NFRC 0.3 NFRC None
04 05 06 07 08
Total Cavity Interior/ Exterior
Framing R-value Continuous U-factor Assembly layers
R-value
Inside Finish: Gypsum Board
2x6 @ 16 in. 0. C. rl R-21 None I None 0.066 Cavity/ Frame: R-21 / 2x6 . I Exterior Finish: Wood
'"' """"""--~-=L: ....,_:;..,, :..., L, Siding/sheathing/decking
R it_., p .1 I \I ) ., Roofing: Light Roof (Asphalt Shingle) ),"
Roof Deck: Wood
2x10 @ 16 in. 0. C. R-30 None I None 0.037 Siding/sheathing/decking
Cavity/ Frame: R-30 / 2x10
Inside Finish: Gypsum Board
Inside Finish: Gypsum Board
2x4 @ 16 in. 0. C. R-13 None / None 0.092 Cavity / Frame: R-13 / 2x4
Other Side Finish: Gypsum Board
Floor Surface: Carpeted
2x8 @ 16 in. 0. C. R-19 None/ None 0.047 Floor Deck: Wood
Siding/sheathing/decking
Cavity/ Frame: R-19 / 2x8
Registration Date/Time: HERS Provider:
2022-03-19 11 :44:52 CalCERTS inc.
Report Version: 2019.2.000 Report Generated: 2022-03-19 11:39:14
Schema Version: rev 20200901
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
BUILDING ENVELOPE -HERS VERIFICATION
01
Quality Insulation Installation (QII)
Not Required
WATER HEATING SYSTEMS
01 02
Name System Type
DHW Sys 1 Domestic Hot Water
(DHW)
WATER HEATERS
01 02 03
Heating
Name Element Tank Type
Type
DHW Heater 1 Heat Pump n/a
WATER HEATING -HERS VERIFICATION
01 02
Name Pipe Insulation
DHW Sys 1 -1/1 Not Required
Registration Number:
02
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
03 04
CflR-PRF-0lE
(Page 6 of 9)
High R-value Spray Foam Insulation Building Envelope Air Leakage CFMS0
Not Required Not Required n/a
03 04 OS 06 07
Distribution Type Water Heater Name (#) Solar Heating System Compact Distribution HERS Verification
Standard Distribution DHW Heater 1 (1) n/a None n/a
System
04 OS 06 07 08 09 10 11 12
Tank Energy Tank Standby Loss
# of Input Rating Insulation 1st Hr. Rating NEEA Heat Pump Tank Location or
Units Vol. Factor or or Pilot R-value or Recovery or Flow Rate Brand or Model Ambient Condition
(gal) Efficiency (Int/Ext) Eff
Rheem\PROPH40
1 40 NEEA Rated <= 12 kW n/a n/a n/a T2 RH37530 (40 Outside
gal)
03 04 OS 06 07 08
Parallel Piping Compact Distribution Compact Distribution Recirculation Control Central DHW Shower Drain Water
Type Distribution Heat Recovery
Not Required Not Required None Not Required Not Required Not Required
HERS Provider:
222-PO 10052688A-000-000-0000000-0000
Registration Date/Time:
2022-03-1911:44:52 CalCERTS inc.
CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000
Schema Version: rev 20200901
Report Generated: 2022-03-19 11:39:14
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
SPACE CONDITIONING SYSTEMS
01 02 03 04
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
OS 06 07 08 09
Verified
10
CFlR-PRF-OlE
{Page 7 of 9)
11
Heating Unit Cooling Unit Distribution Required Heating Cooling
Name System Type Fan Name Thermostat Status Existing Equipment Equipment
Name Name Name Type Condition Count Count
New Ductless Mini-splitl Heat pump heating cooling Heat Pump Heat Pump n/a n/a Setback New NA 1 1
System 1 System 1
01 02 03 04 OS 06 07 08 09 10 11
HVAC -HEAT PUMPS
Heating Cooling Zonally Compressor
Name System Type Number of Units HERS Verification
HSPF/COP Cap47 Cap 17 SEER EER/CEER Controlled Type
Heat Pump System 1 VCHP-ductless 1 8.2 29400 17500 14 11.7 Not Zonal Single Heat Pump System
I "
Speed 1-hers-htpump
..A_\', \.1.. (~ l)
HVAC HEAT PUMPS -HERS VERIFICATION ~ --· .
01 02 03 t I 04 I OS 06 I 07 08 09
Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Verified HSPF Verified Heating Verified Heating
Charge Cap47 Cap 17
Heat Pump System Not Required 0 Not Required 1-hers-htpump
VARIABLE CAPACITY HEAT PUMP COMPLIANCE OPTION -HERS VERIFICATION
01 02 03 04
Certified Airflow to Ductless Units
Name Low-Static Habitable in Conditioned
VCHP System Rooms Space
Heat Pump System 1 Not required Required Required
Registration Number:
222-P010052688A-000-000-0000000-0000
CA Building Energy Efficiency Standards -2019 Residential Compliance
Not Required Yes
OS 06 07
Air Filter Sizing Low Leakage
Wall Mount Ducts in
Thermostat & Pressure Conditioned Drop Rating Space
Required Not required Not required
Registration Date/Time:
2022-03-1911:44:52
Report Version: 2019.2.000
Schema Version: rev 20200901
No Yes Yes
08 09 10
M inimum Certified Indoor Fan not Airflow per
RA3.3 and non-continuous Running
SC3.3.3.4.1 Fan Continuously
Not required Not required Not required
HERS Provider:
CalCERTS inc.
Report Generated: 2022-03-19 11:39:14
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
IAQ (INDOOR AIR QUALITY) FANS
01 02
Dwelling Unit IAQCFM
SFam IAQVentRpt 57
PROJECT NOTES
Energy Pro uses Ashrae for HVAC sizing.
Registration Number:
~
222-P010052688A-000-000-0000000-0000
03
IAQ Watts/CFM
0.35
CA Building Energy Efficiency Standards -2019 Residential Compliance
Calculation Date/Time: 2022-03-19Tll :38:18-07:00
Input File Name: MalewicsADU.ribd19x
04 OS 06
IAQ Fan Type IAQ Recovery IAQ Recovery
Effectiveness -SRE Effectiveness -ASRE
Exhaust n/a n/a
Registration Date/Time: HERS Provider:
2022-03-19 11 :44:52
CFlR-PRF-0lE
(Page 8 of 9)
07
HERS Verification
Yes
CalCERTS inc.
Report Version: 2019.2.000 Report Generated: 2022-03-19 11:39:14
Schema Version: rev 20200901
CERTIFICATE OF COMPLIANCE
Project Name: Malewicz ADU
Calculation Description: Title 24 Analysis
DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
l. I certify that this Certificate of Compliance documentation is accurate and complete.
Documentation Author Name:
Diane Mendoza
Company:
D & R Cales
Address:
14107 Ipava Drive
City/State/Zip:
Poway, CA 92064
RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:
Calculation Date/Time: 2022-03-19Tll:38:18-07:00
Input File Name: MalewicsADU.ribd19x
Documentation Author Signature:
:D1111u v"1 (e.1rd;za
Signature Date:
2022-03-19 11 :43:37
CEA/ HERS Certification Identification {If applicable):
n/a
Phone:
858-486-9506
1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance.
CFlR-PRF-0lE
(Page 9 of 9)
2. I certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.
3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets,
calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.
Responsible Designer Name: Responsible Designer Signature:
B{'wt,;n 0071, ~ Kristin von Zweck ~\ "t~ \.:;;:;,!f'.J u -~ L::
Company: ~ t -l ti4: R s Date Signed:
I Kristin Von Zweck, Architect 2022-03-19 11 :44:52
Address: License:
760 Saxony Rd. c28581
City/State/Zip: Phone:
Encinitas, CA 92024 760-479-0537
Digitally signed by CalCERTS. This digital signature is provided in order to secure the content of this registered document, and in no way implies
Registration Provider responsibility for the accuracy of the information.
Registration Number: Registration Date/Time:
222-P010052688A-000-000-0000000-0000 2022-03-19 11 :44:52
CA Building Energy Efficiency Standards -2019 Residential Compliance Report Version: 2019.2.000
Schema Version: rev 20200901
[!l
Easy to Verify
at CalCERTS.com
HERS Provider:
CalCERTS inc.
Report Generated: 2022-03-19 11:39:14
2019 Low-Rise Residential Mandatory Measures Summary
NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach
used. Review the respective section for more information. 'Exceptions may apply.
(01/2020)
Building Envelope Measures:
§ 110.6(a)1: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 CFM per square foot or less
when tested oer NFRC-400 ASTM E283 or AAMAN/DMA/CSA 101/I.S.2IA440-2011."
§ 110.6(a)5: Labeling. Fenestration products and exterior doors must have a label meeting the requirements of§ 10-111 (a).
§ 110.6(b):
Field fabricated exterior doors and fenestration products must use U-factors and solar heat gain coefficient (SHGC) values from Tables
110.6-A, 110.6-B, or JA4.5 for exterior doors. They must be caulked and/or weather-striooed."
§ 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked,
qasketed, or weather stripped.
§ 110.8(a): Insulation Certification by Manufacturers. Insulation must be certified by the Department of Consumer Affairs, Bureau of Household Goods
and Services (BHGSl.
§ 110.8(9): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of§ 110.8(9).
§ 110.8(i):
Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing
material must meet the requirements of§ 110.8(i) and be labeled per§ 10-113 when the installation of a cool roof is soecified on the CF1 R.
§ 110.8U): Radiant Barrier. When required, radiant barriers must have an emittance of 0.05 or less and be certified to the Department of Consumer Affairs.
Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood-frame ceiling; or the weighted average U-factor must not exceed 0.043.
Minimum R-19 or weighted average U-factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached
§ 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in
direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in§ 110.7, including but not limited
to placinq insulation either above or below the roof deck or on too of a drvwall ceilino. •
§ 150.0(b): Loose-fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R-value.
Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U-factor of 0.102 or less, or R-20 in 2x6 inch wood framing or
§ 150.0(c): have a U-factor of 0.071 or less. Opaque non-framed assemblies must have an overall assembly U-factor not exceeding 0.102. Masonry walls
must meet Tables 150.1-A or B."
§ 150.0(d): Raised-floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U-factor.
Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without
§ 150.0(0: facings, no greater than 0.3 percent; have a water vapor permeance no greater than 2.0 perm per inch; be protected from physical damage and
UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of§ 110.8(9).
§ 150.0(g)1:
Vapor Retarder. In climate zones 1 through 16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor
retarder. This reauirement also aoolies to controlled ventilation crawl soace for buildinos comolvinq with the exception to § 150.0(d).
§ 150.0(g)2:
Vapor Retarder. In climate zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all
insulation in all exterior walls, vented attics, and unvented attics with air-permeable insulation.
§ 150.0(q):
Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a
maximum U-factor of 0.58; or the weighted average U-factor of all fenestration must not exceed 0.58.'
Fireplaces, Decorative Gas Appliances, and Gas Log Measures:
§ 110.5(e) Pilot Light. Continuously burning pilot lights are not allowed for indoor and outdoor fireplaces.
§ 150.0(e)1: Closable Doors. Masonry or factory-built fireplaces must have a closable metal or glass door covering the entire opening of the firebox.
§ 150.0(e)2: Combustion Intake. Masonry or factory-built fireplaces must have a combustion outside air intake, which is at least six square inches in area
and is eauiooed with a readily accessible, ooerable, and tiaht-fittina damoer or combustion-air control device."
§ 150.0(e)3: Flue Damper. Masonry or factory-built fireplaces must have a flue damper with a readily accessible control.·
Space Conditioning, Water Heating, and Plumbing System Measures:
§ 110.0-§ 110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated
aooliances must be certified bv the manufacturer to the California Enerav Commission.
§ 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in Table 110.2-A through Table 110.2-K.'
Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters
§ 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the
cut-on temperature for compression heating is higher than the cut-on temperature for supplementary heating, and the cut-off temperature for
comoression heatina is hiaher than the cut-off temoerature for suoolementarv heatina.'
§ 110.2(c):
Thermostats. All heating or cooling systems not controlled by a central energy management control system (EMCS) must have a
setback thermostat.'
Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must
§ 110.3(c)4: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of
§ 110.3(c)4.
Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBtu per hour (2 kW) must have isolation valves with hose
§ 110.3(c)6: bibbs or other fittings on both cold and hot water lines to allow for flushing the water heater when the valves are closed.
Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan-type central furnaces; household cooking appliances (except
§ 110.5: appliances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu per hour); and pool and spa heaters.
Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with the ASHRAE Handbook,
§ 150.0(h)1: Equipment Volume, Applications Volume, and Fundamentals Volume; the SMACNA Residential Comfort System Installation Standards
Manual; or the ACCA Manual J using design conditions specified in§ 150.0(h)2.
2019 Low-Rise Residential Mandatory Measures Summary -
§ 150.0(h)3A: Clearances. Air conditioner and heat pump outdoor condensing units must have a clearance of at least five feet from the outlet of any dryer
§ 150.0(h)3B:
Liquid Line Drier. Air conditioners and heat pump systems must be equipped with liquid line filter driers if required, as specified by the
manufacturer's instructions.
Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water-heating systems, must have
§ 150.00)1: a minimum of R-12 external insulation or R-16 internal insulation where the internal insulation R-value is indicated on the exterior of the tank.
Water Piping, Solar Water-heating System Piping, and Space Conditioning System Line Insulation. All domestic hot water piping must
be insulated as specified in Section 609.11 of the California Plumbing Code. In addition, the following piping conditions must have a minimum
§ 150.0U)2A: insulation wall thickness of one inch or a minimum insulation R-value of 7. 7: the first five feet of cold water pipes from the storage tank; all hot
water piping with a nominal diameter equal to or greater than 3/4 inch and less than one inch; all hot water piping with a nominal diameter less
than 3/4 inch that is: associated with a domestic hot water recirculation system, from the heating source to storage tank or between tanks,
buried below grade, and from the heating source to kitchen fixtures.*
Insulation Protection. Piping insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and
§ 150.0U)3: wind as required by Section 120.3(b). Insulation exposed to weather must be water retardant and protected from UV light (no adhesive tapes).
Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must include, or be protected by, a
Class I or Class II vapor retarder. Pipe insulation buried below grade must be installed in a waterproof and non-crushable casing or sleeve.
Gas or Propane Water Heating Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of
the following: A dedicated 125 volt, 20 amp electrical receptacle connected to the electric panel with a 120/240 volt 3 conductor, 10 AWG
copper branch circuit, within three feet of the water heater without obstruction. Both ends of the unused conductor must be labeled with the
§ 150.0(n) 1: word "spare' and be electrically isolated. Have a reserved single pole circuit breaker space in the electrical panel adjacent to the circuit breaker
for the branch circuit and labeled with the words "Future 240V Use'; a Category Ill or IV vent, or a Type B vent with straight pipe between the
outside termination and the space where the water heater is installed; a condensate drain that is no more than two inches higher than the base
of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu per hour.
§ 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of§ 110.3(c)5.
Solar Water-heating Systems. Solar water-heating systems and collectors must be certified and rated by the Solar Rating and Certification
§ 150.0(n)3: Corporation (SRCC), the International Association of Plumbing and Mechanical Officials, Research and Testing (IAPMO R&T), or by a listing
agency that is approved by the Executive Director.
Ducts and Fans Measures:
Ducts. Insulation installed on an existing space-conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a
§ 110.8(d)3: contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement.
CMC Compliance. All air-distribution system ducts and plenums must meet the requirements of the CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0
and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply-air and return-air ducts and
§ 150.0(m)1:
plenums must be insulated to a minimum installed level of R-6.0 or a minimum installed level of R-4.2 when ducts are entirely in conditioned
space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Portions of the duct system completely exposed and
surrounded by directly conditioned space are not required to be insulated. Connections of metal ducts and inner core of flexible ducts must be
mechanically fastened. Openings must be sealed with mastic, tape, or other duct-closure system that meets the applicable requirements of UL
181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than¼
inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums
designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used to convey conditioned air.
Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause
reductions in the cross-sectional area:
Factory-Fabricated Duct Systems. Factory-fabricated duct systems must comply with applicable requirements for duct construction,
§ 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct
tapes unless such tape is used in combination with mastic and draw bands.
Field-Fabricated Duct Systems. Field-fabricated duct systems must comply with applicable requirements for: pressure-sensitive tapes,
§ 150.0(m)3: mastics. sealants. and other requirements specified for duct construction.
§ 150.0(m)7: Backdraft Damper. Fan systems that exchange air between the conditioned space and outdoors must have backdraft or automatic dampers.
§ 150.0(m)8:
Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible,
manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents.
Protection of Insulation. Insulation must be protected from damage, sunlight, moisture, equipment maintenance, and wind. Insulation exposed
§ 150.0(m)9: to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular
foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation.
§ 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex ducts must have a non-porous layer between the inner core and outer vapor barrier.
Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an
§ 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in
accordance with § 150.0(m)11 and Reference Residential Appendix RA3.
Air Filtration. Space conditioning systems with ducts exceeding 10 feet and the supply side of ventilation systems must have MERV 13 or
§ 150.0(m)12: equivalent filters. Filters for space conditioning systems must have a two inch depth or can be one inch if sized per Equation 150.0-A. Pressure
drops and labeling must meet the requirements in §150.0(m)12. Filters must be accessible for regular service.*
Space Conditioning System Airflow Rate and Fan Efficacy. Space conditioning systems that use ducts to supply cooling must have a hole
for the placement of a static pressure probe, or a permanently installed static pressure probe in the supply plenum. Airflow must be 2 350 CFM
§ 150.0(m)13: per ton of nominal cooling capacity, and an air-handling unit fan efficacy s 0.45 watts per CFM for gas furnace air handlers ands 0.58 watts per
CFM for all others. Small duct high velocity systems must provide an airflow 2 250 CFM per ton of nominal cooling capacity, and an air-handling
unit fan efficacy s 0.62 watts per CFM. Field verification testing is required in accordance with Reference Residential Appendix RA3.3.*
2019 Low-Rise Residential Mandatory Measures Summary
Requirements for Ventilation and Indoor Air Quality:
§ 150.0(o)1: Requirements for Ventilation and Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2, Ventilation
and Acceptable Indoor Air Quality in Residential Buildings subject to the amendments specified in§ 150.0(o)1.
Single Family Detached Dwelling Units. Single family detached dwelling units, and attached dwelling units not sharing ceilings or floors with
§ 150.0(o)1C: other dwelling units, occupiable spaces, public garages, or commercial spaces must have mechanical ventilation airflow provided at rates
determined by ASHRAE 62.2 Sections 4.1.1 and 4.1.2 and as specified in§ 150.0(o)1C.
Multifamily Attached Dwelling Units. Multifamily attached dwelling units must have mechanical ventilation airflow provided at rates in
§ 150.0(o)1E: accordance with Equation 150.0-B and must be either a balanced system or continuous supply or continuous exhaust system. If a balanced
system is not used, all units in the building must use the same system type and the dwelling-unit envelope leakage must be s 0.3 CFM at 50 Pa
(0.2 inch water) per square foot of dwelling unit envelope surface area and verified in accordance with Reference Residential Appendix RA3.8.
§ 150.0(o)1F:
Multifamily Building Central Ventilation Systems. Central ventilation systems that serve multiple dwelling units must be balanced to provide
ventilation airflow for each dwelling unit served at a rate equal to or greater than the rate specified by Equation 150.0-B. All unit airflows must be
within 20 percent of the unit with the lowest airflow rate as it relates to the individual unit's minimum required airflow rate needed for comoliance.
§ 150.0(o)1G: Kitchen Range Hoods. Kitchen range hoods must be rated for sound in accordance with Section 7.2 of ASHRAE 62.2.
Field Verification and Diagnostic Testing. Dwelling unit ventilation airflow must be verified in accordance with Reference Residential
§ 150.0(o)2: Appendix RA3.7. A kitchen range hood must be verified in accordance with Reference Residential Appendix RA3.7.4.3 to confirm it is
rated by HVI to comply with the airflow rates and sound requirements as specified in Section 5 and 7.2 of ASHRAE 62.2.
Pool and Spa Systems and Equipment Measures:
§ 110.4(a):
Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency
that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater
without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric
resistance healina. •
§ 110.4(b)1: Piping. Any pool or spa heating system or equipment must be installed with at least 36 inches of pipe between the filter and the heater, or
dedicated suction and return lines, or built-in or built-uo connections to allow for future solar heating.
§ 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover.
§ 110.4(b)3: Directional Inlets and Time Switches for Pools. Pools must have directional inlets that adequately mix the pool water, and a lime switch that
will allow all oumps to be set or programmed to run onlv durina off-oeak electric demand oeriods.
§ 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light.
§ 150.0(p): Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow
rate, piping, filters, and valves.'
Lighting Measures:
§ 110.9:
Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements
of§ 110.9.'
§ 150.0(k)1A: Luminaire Efficacy. All installed luminaires must meet the requirements in Table 150.0-A.
Blank Electrical Boxes. The number of electrical boxes that are more than five feet above the finished floor and do not contain a luminaire or
§ 150.0(k)1B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or
fan speed control.
§ 150.0(k)1 C: Recessed Down light Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC)
labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1 C.
§ 150.0(k)1D: Electronic Ballasts for Fluorescent Lamps. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an
outout freauencv no less than 20 kHz.
§ 150.0(k)1 E: Night Lights, Step Lights, and Path Lights. Night lights, step lights and path lights are not required to comply with Table 150.0-A or be
controlled by vacancy sensors provided they are rated to consume no more than 5 watts of power and emit no more than 150 lumens.
§ 150.0(k)1 F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods)
must meet the aoolicable requirements of & 150.0/kl.'
§ 150.0(k)1G: Screw based luminaires. Screw based luminaires must contain lamps that comply with Reference Joint Appendix JAB.'
§ 150.0(k)1 H: Light Sources in Enclosed or Recessed Luminaires. Lamps and other separable light sources that are not compliant with the JAB elevated
temperature requirements, including marking requirements, must not be installed in enclosed or recessed luminaires.
Light Sources in Drawers, Cabinets, and Linen Closets. Light sources internal to drawers, cabinetry or linen closets are not required to
§ 150.0(k)1 I: comply with Table 150.0-A or be controlled by vacancy sensors provided that they are rated to consume no more than 5 watts of power, emit no
more than 150 lumens, and are equipped with controls that automatically tum the lighting off when the drawer, cabinet or linen closet is closed.
§ 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A.
§ 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be controlled separately from lighting systems.·
§ 150.0(k)2C: Interior Switches and Controls. Lighting must have readily accessible wall-mounted controls that allow the lighting to be manually
turned ON and OFF.'
§ 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions.
§ 150.0(k)2E: Interior Switches and Controls. Controls must not bypass a dimmer, occupant sensor, or vacancy sensor function if the control is installed to
comply with~ 150.0(kl.
§ 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of§ 110.9.
2019 Low-Rise Residential Mandatory Measures Summary
Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with control requirements if it:
§ 150.0(k)2G: provides functionality of the specified control according to § 110.9; meets the Installation Certificate requirements of§ 130.4; meets the
EMCS reauirements of 6 130.0(e \; and meets all other reauirements in 6 150.0(k\2.
§ 150.0(k)2H:
Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in§ 150.0(k) if it
orovides the functionality of a dimmer accordina to & 110.9, and complies with all other applicable reauirements in 6 150.0/k\2.
Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must
§ 150.0(k)2I: be controlled by an occupant sensor or a vacancy sensor providing automatic-off functionality. If an occupant sensor is installed, it must be
initially configured to manual-on operation using the manual control required under Section 150.0(k)2C.
Interior Switches and Controls. Luminaires that are or contain light sources that meet Reference Joint Appendix JAB requirements for
§ 150.0(k)2J: dimming, and that are not controlled bv occupancy or vacancv sensors, must have dimmina controls.'
§ 150.0(k)2K: Interior Switches and Controls. Under cabinet lighting must be controlled separately from ceiling-installed lighting sy~tems.
Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other
§ 150.0(k)3A: buildings on the same lot, must meet the requirement in item§ 150.0(k)3Ai (ON and OFF switch) and the requirements in either
6 150.0(k\3Aii (ohotocell and either a motion sensor or automatic time switch control) or 6 150.0(kl3Aiii (astronomical time clock), or an EMCS.
Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting for private patios, entrances,
§ 150.0(k)3B: balconies, and porches; and residential parking lots and carports with less than eight vehicles per site must comply with either§ 150.0(k)3A or
with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0.
Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, any outdoor lighting for residential parking lots
§ 150.0(k)3C: or carports with a total of eight or more vehicles per site and any outdoor lighting not regulated by § 150.0(k)3B or§ 150.0(k)3D must comply with
the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7 and 141.0.
§ 150.0(k)4:
Internally illuminated address signs. Internally illuminated address signs must comply with§ 140.8; or must consume no more than 5 watts of
oower as determined accordinq to 6 130.0lc\.
§ 150.0(k)5:
Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the
aoolicable requirements for nonresidential aaraqes in Sections 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0.
Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior
§ 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that
buildinq must be comolY with Table 150.0-A and be controlled by an occuoant sensor.
Interior Common Areas of Low-rise Multifamily Residential Buildings. In a low-rise multifamily residential building where the total interior
common area in a single building equals more than 20 percent of the floor area, permanently installed lighting for the interior common areas in
§ 150.0(k)6B: that building must:
i. Comply with the applicable requirements in Sections 110.9, 130.0, 130.1, 140.6 and 141.0; and
ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least
50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress.
Solar Ready Buildings:
Single Family Residences. Single family residences located in subdivisions with 10 or more single family residences and where the
§ 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete and approved by the enforcement agency, which
do not have a ohotovoltaic svstem installed must comolv with the reauirements of s 110.10/bl throuah 6 110.10(el.
§ 110.10(a)2:
Low-rise Multifamily Buildings. Low-rise multi-family buildings that do not have a photovoltaic system installed must comply with the
requirements of§ 110.1 O(b) through § 110.1 O(d).
Minimum Solar Zone Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access,
pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other parts of Title 24 or in any requirements adopted by
a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80
square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with
§ 110.10(b)1: roof areas greater than 10,000 square feet. For single family residences, the solar zone must be located on the roof or overhang of the building
and have a total area no less than 250 square feet. For low-rise multi-family buildings the solar zone must be located on the roof or overhang of
the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the
building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. The solar zone
requirement is aoolicable to the entire buildinq, includina mixed occupancv:
§ 110.10(b)2: Azimuth. All sections of the solar zone located on steep-sloped roofs must be oriented between 90 degrees and 300 degrees of true north.
§ 110.10(b)3A:
Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof
mounted equioment:
Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the
§ 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of
the nearest ooint of the solar zone, measured in the vertical olane.
§ 110.10(b)4:
Structural Design Loads on Construction Documents. For areas of the roof designated as a solar zone, the structural design loads for roof
dead load and roof live load must be clearlv indicated on the construction documents.
Interconnection Pathways. The construction documents must indicate: a location reserved for inverters and metering equipment and a
§ 110.10(c): pathway reserved for routing of conduit from the solar zone to the point of interconnection with the electrical service; and for single family
residences and central water-heatina svstems, a pathwav reserved for routina nlumbinq from the solar zone to the water-heatinq svstem.
§ 110.1 O(d):
Documentation. A copy of the construction documents or a comparable document indicating the information from§ 110.10(b) through
6 110.10(cl must be provided to the occuoant.
§ 110.10(e)1: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps.
§ 110.10(e)2:
Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit
breaker for a future solar electric installation. The reserved space must be permanently marked as "For Future Solar Electric".
HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY
Project Name Date
Malewicz ADU 3/19/2022
System Name Floor Area
New Ductless Mini-split (3) interior cassettes) 1,200
ENGINEERING CHECKS SYSTEM LOAD
Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK
Heating System CFM Sensible Latent CFM Sensible
Output per System 29,400 Total Room Loads 665 14,339 847 285 11,356
Total Output (Btuh) 29,400 Return Vented Lighting 0
Output (Btuh/sQft) 24.5 Return Air Ducts 0 0
Cooling System Return Fan 0 0
Output per System 23,600 Ventilation 0 0 0 0 0
Total Output (Btuh) 23,600 Supply Fan 0 0
Total Output (Tons) 2.0 Supply Air Ducts 0 0
Total Output (Btuh/sqft) 19.7
Total Output (sQft/Ton) 610.2 TOTAL SYSTEM LOAD 14,339 847 11,356
Air Svstem
CFM per System 1,385 HVAC EQUIPMENT SELECTION
Airflow (cfm) 1,385 Mitsubishi #MXZ-3C24NA2 15,237 7,647 22,491
Airflow (cfm/sqft) 1.15
Airflow (cfm/Ton) 704.2
Outside Air (%) 0.0% Total Adjusted System Output 15,237 7,647 22,491
Outside Air (cfm/sqft) 0.00 (Adjusted for Peak Design conditions)
Note: values above Qiven at ARI conditions TIME OF SYSTEM PEAK Aug 3 PM I Jan 1 AM
HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak)
34 °F 68 °F 68 °F 105 °F ·Ii ~~ -~ • I I I Outside Air i ........
0 cfm Supply Fan Heating Coil 105 °F
~ 1,385 cfm
IROOM
68 °F 68 °F
~ I I I ~ ~ I --
COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak)
83 / 68 °F 75/ 61 °F 75 I 61 °F 55 / 54 °F
11 C ~ ~ • •O I I I Outside Air ~ ,-i
O cfm Supply Fan Cooling Coil 55 / 54 °F
~ 1,385 cfm [ROOM II 46.0%
75/61 °F 75/61 °F
-~:: I I 1-~ I -.
City of Carlsbad
RO co JAN O 8 2024
BUILDING DIVISION
December 8, 2022
Kara Malewicz
2624 Obelisco Place
Carlsbad, California 92009
Subject: 'O l'IC'I' OF FOO 11'\(i I XC •\ \'.\ 1101\i OBS! R\' \ 110\.
Proposed Accessory Dwelling Unit (ADU)
2624 Obelisco Place
Carlsbad, California
References: Please See Page 3
Dear Mrs. Malewicz:
w.o. 743821
I) The footing excavations for the proposed garage have been observed by this firm on November
23 and November 30, 2022.
2) The continuous wall footing excavations for the proposed accessory dwelling unit are founded
into the Metavolcanic Rock with an expansion potential in the very low range.
3) All footings extended a minimum I 8 inches into the bedrock.
4) Pipes which extend under the footings should be encased in concrete prior to the footings being
poured.
5) The footing excavations are approved by this firm provided all loose deposits are removed from
the base of excavations prior to pouring concrete. The footing excavations were not reviewed
for compliance with structural plans and location.
6) Utility trenches were not excavated at the time of our observation.
If you have any question regarding this report. please contact our office. Reference to our job
number 74382 l will help expedite a response to your inquiry.
Respectfully submitted
COAST GEOTECH, TNC.
Kevin McFarland
Project Geologist
REFF:RF:NCF.S
I. PRELIMINARY GEOTECHNICAL INVESTIGATION
Proposed Accessory Dwelling Unit (ADU)
2624 Obelisco Place
Carlsbad, California
Prepared by Coast Geotechnical
Dated November 9. 2021
2. FOUNDATION AND GRADING PLAN REVIEW
Proposed Accessory Dwelling Unit (ADU)
2624 Obelisco Place
Carlsbad, California
Prepared by Coast Geotechnical
Dated July 11, 2022
CBR2022-1926
2626 OBELISCO PL ~ 1 COAST GEOTECH, INC.
1,200 SF ABOVE GRADE DETACHED ADU W/ 175 SF PATI<
COVER ~ I COKSULTINO ENOINEERSAND OEOL0<1\S1'
2154602600
7/20/2022
CBR2022-1926
July 11, 2022
Kara Malewicz
2624 Obelisco Place
Carlsbad, CA 92009
Subject: FOUNDATION AND GRADING PLAN REVIEW
Proposed Accessory Dwelling Unit (ADU)
2624 Obelisco Place
Carlsbad, California
Reference: PRELIMINARY GEOTECH'.'JICAL INVESTIGATION
Proposed Accessory Dwelling Unit (ADU)
2624 Obelisco Place
Carlsbad, California
Prepared by Coast Geotech, Inc.
Dated November 9, 2021
Dear Ms. Malewicz:
> 1--0
As requested, we have reviewed the project grading plans, Sheet C-1, prepared by Sampo
Engineering and foundation plans, Sheet S2, and Detail Sheets S4 and S5, dated February 14, 2022,
prepared by Alexandra Brown, S.E. and observed that they have, in general, included the
recommendations presented in our Preliminary Geotechnical Investigation Report, dated November
9, 2021. The following comments are presented from a geotechnical viewpoint.
P.O. HOX 230163 • ENCJNJTAS, CALIFOR~IA 92023
(858) 755-8622
..
Coast Geotech, Inc.
COM\<lENTS
July 11, 2022
w.o. 743821
Page 2 of 3
1) Footings should penetrate the existing "rock" fill deposits, as shown on the enclosed Anticipated
Extended Footings Cross Section. Some degree of difficulty should be anticipated in excavating
the "rock" fill.
2) Footings should be founded the design depth into competent Bedrock. Very dense bedrock
should be anticipated. A hydraulic hammer may be necessary for adequate embedment of
footings.
3) All footing excavations should be observed by an Engineering Geologist prior to the placement
of forms and steel.
4) All fill should be observed and tested by a representative of the Geotechnical Engineer.
5) Waterproofing of the ADU walls should be as recommended by the project architect and/or
waterproofing consultant.
LIMITATIONS
The findings and opinions presented herein have been made in accordance with generally accepted
professional principals in the fields of engineering geology and gcotechnical engineering. No
warranty is expressed or implied.
This geotechnical plan review is not a "Plan Check Review" and does not relieve the responsibility
of the project design consultant(s) and contractor(s) to get completely familiarized with the
requirements of the project soil report(s) and fully incorporate its recommendations into the project
design, plans and construction works, where appropriate, and as applicable. Our review and
Coast Geotecb, Inc. July 11, 2022
w.o. 743821
Page 3 of 3
comments are for general geotec/,nical conformance of the project plans with the intent of the
project soil report and design recommendations. Review of structural and civil engineering
calculations, architectural intent and structural and civil engineering design modeling and basis,
verification of set back requirements, easements and right-of-ways, as well as code, city and county
compliance are beyond geotechnical engineering services. It is the owner's or his (her)
representative's responsibility to provide copies of all pertinent soil report(s), updates, addendum
letters and plan review letters to respective design consultant(s), and general contractor and his (her)
subcontractor(s) for full compliance.
The gcotechnical reports should be considered as part of these plans. Should any discrepancies
between the geotechnical report(s) recommendations and the plans occur, the geotcchnical rep011(s)
shall take precedence unless otherwise advised by the geotechnical engineer.
If you have any questions regarding this report, please do not hesitate to contact our office.
Reference to our Job No. 743821 will help expedite a response to your inquiry.
Respectfully submitted. ~
COAST GEOTECH, IN ~~ BU ~~ '
Mark Burwell, C.E.G.
Engineering Geologist
~ 2109 Y •
CERTIFIED
NGJNEERI v~~M ,8L.
Vithaya Singhanet, P.E.
Geotechnical Engineer
Enclosure: Anticipated Extended Footings Cross Section
ANTICIPATED EXTENDED FOOTINGS
2624 OBELISCO PLACE. CARLSBAD, CA
SCALE: l" = 10'
O' 10'
~,,.~n~~J,Qi• -1--~--~
,r~ ----( ~
BATH
FJN_,Fl8:S5-4.5
----------
Footings to be Extended
Min. 18 inches into Bedrock
---------
Rock Fill
(Very di flicult to excavate)
Bedrock
Note: Contact of "rock fill"' may vary and may be deeper than shown.
@ COAST GEOTECH, INC.
:i93 I Sea Lion Place. Suite 109
Carlsbad. CA 92010
CL.
1.1(.1!' I~
•f.\fv-,H)
",,..,~,~.,.,m \ -~--..,_
Project Number: 743821
.,.
PRELIMINARY GEOTECHNICAL INVESTIGATION
Proposed Accessory Dwelling lJnit (ADU)
2624 Obelisco Place
Carlsbad. California
Prepared For:
Kara Malewicz
2624 Obelisco Place
Carlsbad, CA 92009
Prepared By:
Coast Geotcch, Inc.
P.O. Box 230163
Encinitas, CA 92023
November 9, 2021
w.o. 743821
RECEIVED
JUL 2 0 2022
CITY OF CARLSBAD
BUILDING DIVISION
> 1--0
CBR2022-1926
2626 OBELISCO PL
1,200 SF ABOVE GRADE DETACHED ADU WI 175 SF PATI<
COVER
2154602600
7/20/2022
CBR2022-1926
'
If you have any questions. please do not hesitate to contact us at (858) 755-8622. This opportunity
to be of service is appreciated.
Respectfully submitted,
COAST GEOTECH, INC.
/4ui,~J/
Kevin McFarland
Project Geologist
fe41~ ~ ''"" ~ .
Mark Burwell, C.E.G. CER]:IED
Engineering Geologist
J~WJ 7 ez_
Vithaya Singhanet, P.
Geotechnical Engineer
November 9, 2021
Kara Malewicz
2624 Obelisco Place
Carlsbad, CA 92009
RE: PRELIMINARY GEOTFCllNlCAL l;'\\/ESTIG ATION
Proposed Accessory Dwelling Unit (ADU)
2624 Obelisco Place
Carlsbad, California
Dear Ms. Male½icz:
In response to your request and in accordance with our Agreement dated August 2, 2021 , we have
performed a preliminary geotechnical investigation on the subject property for the proposed
accessory dwelling unit. The findings of the investigation, laboratory test results, and
recommendations for the fow1dation design are presented in this report.
From a geologic and soils engineering point of view, it is our opinion that the site is suitable for the
proposed development, provided the recommendations in this report are implemented during the
design and construction phases. However, certain geotechnical conditions will require special
consideration during the design and construction phases, as indicated by the following:
• The subject property is located in an area that is relatively free of potential geologic hazards
such as landsliding, liquefaction and seismically induced subsidence. The proposed
development of the site will not adversely affect the adjacent property, provided the
recommendations of this report are implemented during the design and construction phases
• The existing rock fill and weathered metavolcanic rock are unsuitable for the support of any
proposed exterior improvements, concrete tlatwork and pavement sections in their present
condition. The surficial materials should be removed and replaced as properly compacted
fill should any exterior improvements be considered.
• The presence of relatively shallow hard rock will require special consideration in site
development. Jt is anticipated that excavations into "hard rock" will experience difficult
ripping. Footing excavations founded into "hard rock" will require hydraulic breakers for
adequate embedmcnt. All footings should be founded into dense, competent bedrock.
...
TABLE OF CONTENTS
1. INl'R(Jl)UCTl()N .......................................................... S
2. SC()P.E <.>F SERVICES ..................................................... 5
3. SITE DESClUPTION A~0 PROPOSED DEVELOPMENT ...................... 6
3 .1 Site Description .......................................................... 6
3 .2 Proposed Development .................................................... 7
4. SITE INVESTIGATION AND LABORATORY TESTING ....................... 7
4.1 Site Investigation ......................................................... 7
4.2 Laboratory Testing and Analysis ............................................ 7
5. GEOLOGIC CONI)JTIONS ................................................. 8
5.1 Regional Geologic Settings ................................................. 8
5.2 Site Geology ............................................................ 8
5 .3 Expansive Soil .......................................................... 9
5.4 Groundwater Conditions ................................................... 9
6. GEOLOGIC HAZARDS ................................................... 10
6.1 Faulting and Seismicity ................................................... 10
6.2 Landslide Potential ...................................................... 11
6.3 Liquefaction Potential .................................................... 12
6.4 Flood Potential ......................................................... 12
6. 5 Tsunami Potential . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12
7. C()NCl,USJONS .......................................................... 12
8. REC()MMENDATI()NS ................................................... 12
8.1 Removals and Recompaction (Exterior Improvements, If Proposed) ............... 13
8.2 Foundations ........................................................... 13
8.3 Sulfate and Chloride Tests ............................................... 14
8.4 Slabs on Grade (Interior and Exterior, [f Required) ............................ 15
8. 5 Lateral Resistance . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . J 5
8.6. Retaining Walls ........................................................ 16
8.7 Dynamic (Seismic) Lateral Earth Pressures .................................. 16
8 .8 Settlement Characteristics ................................................ 17
8.9 Seismic Considerations .................................................. 17
8.10 Site Classification for Seismic Design ...................................... 18
8.11 Permeable Interlocking Concrete Pavers (PTCP), (If Required) ................... 19
8.12 l Jtility Trench ......................................................... 21
8.13 Drainage ............................................................. 21
8.14 Geotechnical Observations ............................................... 22
8.15 Plan Review .......................................................... 22
8.16 Pre-construction Meeting ................................................ 22
9. LI MIT A TIONS ........................................................... 22
REFERENCES .............................................................. 25
FIGURES
Figure 1: Site Location Map
Figure 2: Gcotechnical Map
Figure 3: Geological Cross Section A-A·
Figure 4: Regional Fault Map
Figure 5: Flood Hazard Map
Figure 6: Typical Stepped Footing Detail
Figure 7: Typical Isolation Joints
Figure 8: Typical Permeable Paver Detail
Figure 9: Typical Pipe/Trench Footing Detail
APPENDIX A Logs of Borings and Test Pit
APPENDIX B Laboratory Test Results
APPENDIX C Seismic Design Response Parameters
APPENDlX D Grading Guidelines
COAST GEOTECH, INC.
1. INTRODUCTION
Kara Malewicz
w.o. 743821
Page 5 of 26
This report presents the results of our background review, subsurface investigation, laboratory
testing. geotechnical analyses and conclusions regarding the conditions at 2624 Obclisco Place,
Carlsbad, and recommendations for design and construction. The purpose of this study is to evaluate
the nature and characteristics of the earth materials underlying the property, the engineering
properties of the surficial deposits and their influence on the proposed accessory dwelling unit.
2. SCOPE OF SERVICES
The scope of services provided included a review of background data, reconnaissance of the site
geology, and engineering analysis with regard to the proposed accessory dwelling unit. The
performed tasks specifically included the fol10Vv1ng:
• Reviewing geologic and hazard (seismic, landslide and tsunami) maps, recently published
regarding the seismic potential of nearby faults, and a site plan for the project. All
background data is listed in the References portion of this report.
• Performing a site reconnaissance, including the observation of geologic conditions and other
hazards, which may impact the proposed project.
• Excavation of two (2) exploratory borings and one (1) exploratory test pit consisting of
excavating, logging and sampling of earth materials to evaluate the subsurface conditions.
• Performing geotechnical laboratory testing of recovered soil samples.
• Analyzing data obtained from our research, subsurface exploration and laboratory testing.
• Preparing this preliminary report.
COAST GEOTECH, INC.
3. SITE DESCRIPTION AND PROPOSED 0EVELOP:vlENT
3.1 Site Description
Kara Malewicz
W.O. 743821
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The subject site is an existing lot located at 2624 Obelisco Place, in the City of Carlsbad. The
property is an irregularly shaped lot with an existing residence in the west central portion of the
property and the proposed accessory dwelling unit in the northeast portion. The general site location
is detailed below, Figure 1.
; r
..
l • I ... ,.
' ,;: •'. -J
,, -. .
. '
p.t. '
,_,
Ar ... ... '..,,_'~
*~ ,~ ·-
... ~· II~ .<", ,,.
\.\ .. •
Figure 1: General Site Location
_,
' -'
' ·-~" r-. .
-'~ ,n lP;: "' ri'.,.. ~;
y ~
COAST GEOTECH, INC. Kara Malewicz
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The whole extent of the pad and property is declining slightly from west to east for a total vertical
descent of approximately 12 feet for approximately 180 horizontal feet. The existing pad is at an
approximate elevation of 560 feet. The site is accessed through a driveway in the western side of the
residence leading to an attached garage. The backyard consists of several landscaped areas. a
swimming pool, several hardscape paths and a small concrete pad. A descending slope
approximately I 5 r eet in height lines the eastern margin of the property. The front and back yards
are highly vegetated with numerous large, mature trees, palms, plants and bushes. The site is
bounded along the west by Obelisco Place, the east by Obel.isco Circle, and the north and south by
existing residences. Drainage is generally by sheet flow to the east.
3. 2 Proposed Development
A preliminary site plan and topography were provided by Kristin Von Z week. Architect. The project
includes the construction of an accessory dwelling unit (ADU) in the northeastern portion of the
property. The site plan includes a retaining wall up to approximately 7.5 feet high in the southern
portion of the proposed structure. It is our understanding that a stem wall foundation is desired for
the ADU due to sloping terrain.
-1. SITE INVESTIGATION AND LA BORA TORY TESTING
4.1 Site Investigation
Geo technical conditions of the property were evaluated by surface observations and the excavation
of two (2) exploratory borings and one (l) exploratory test pit excavated with a shovel and continued
with an auger boring on September 2, 2021. Borings Nos. l and 2 and Test Pit 1, designated B-1,
B-2 and TP-1, were excavated in the northeast portion of the property. Drilling was impeded due to
'rock fill' and was supplemented by hand excavation. The borings and test pit were logged by our
principal engineering geologist and project geologist who also retained representative soil and rock
samples at selected locations and intervals for subsequent laboratory testing. Approximate borings
and test pit locations are depicted on the enclosed Geotcchnical Map, Figure 2. Logs of Borings and
Test Pit are included as Appendix A. Laboratory test results and engineering properties of selected
samples are summarized in the following sections and in Appendix B, Laboratory Test Results.
4.2 Laboratory Testing and Analysis
Earth deposits encountered in our exploratory borings were closely examined and sampled for
subsequent laboratory testing. The laboratory tests were performed in accordance with the generally
COAST GEOTECH, INC. Kara Malewicz
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accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures.
All lab descriptions and results can be found in the Laboratory Test Results section of Appendix B.
The following tests were performed:
• Classification of Soils (ASTM D-2487)
• Grain Size Analysis (ASTM D-6913)
• Sedimentation Test (ASTM D-7928)
• Moisture/Density (ASTM D-2216)
• Maximum Dry Density and Optimum Moisture Content (ASTM D-1557)
• Expansion Index Test (ASTM D-4829)
Sulfate Ion Content (CTM 4 I 7)
• Chloride Ion Content (CTM 422)
• pH and Resistivity Test (CTM 643)
• Specific Gravity Test (ASTM D-854)
5. GEOLOGIC CONDITIONS
5.1 Regional Geologic Settings
The subject property is located in the Peninsular Ranges geomorphic province. The northwesterly
trending mountain ranges of this province generally consist ofJurassic metamorphic rocks intruded
by Cretaceous igneous rocks. During the past 54 million years, the coastal flanks of these
mountainous areas have undergone several episodes of marine inundation and subsequent ref:,1Tession.
This has resulted in deposition of a thick sequence of marine and nonmarine sediments on the
metamorphic and igneous basement rocks. In the Mount Soledad area, these rocks have been
uplifted, tilted and faulted due to activity along the Newpon-lnglewood/Rose Canyon fault zone.
Further discussion of faulting in regards to the site is discussed in the Geologic Hazards section of
this report
5.2 Site Geology
Previously published geologic maps conducted by Tan (2002) indicate that the subject property is
underlain at relatively shallow depths by Cretaceous Age Metavolcanic and Metasedimentary Rock
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(Mzu). As exposed from the exploratory test pit, the site consists of, up to approximately 3.0 feet
thick. of artificial fill mantling the bedrock. The end ofB-1, B-2 and TP-1 occurred at depths of2.5
feet, 2.75 feet and 3.0 feet, respectively. Geologic Cross-Section A-A' illustrating general
subsurface profiles based on our exploratory test pits and exi sting site topography is attached to this
report as Figure 3. A brief description of the earth materials encountered on the site follows:
1. Artificial :Fill (af):
Relatively shallow !ill deposits consisting of li ght brown. fine to medium grained silty sand
mantles the underlying bedrock. Numerous rock fragments were encountered in the fill. As
exposed in our exploratory test pit, the fill was measured to be on the order of 2.5 feet thick
in Test Pit 1 . The fill is dry to slightly moist and generally found in a moderately dense
condition.
2. Bedrock (Mzu):
The fill is underlain by Cretaceous age reddish to orange brown Metasedimentary and
Metavolcanic Rock. The bedrock is generally found to be highly weathered and fractured
in the upper 1.0 to 1 .5 feet. Below the weathered zone, the bedrock becomes dense and hard.
The bedrock is dense and competent below the weathered zone and suitable for the support
of foundations or structural fills. Groundwater was not encountered in any of the test pits.
5. 3 F.,xpansive Soil
Based on our experience in the area and laboratory testing, the soil and bedrock reflect an expansion
potential in the low range based on ASTM D4829.
5. 4 Groundwater Conditions
The area has no groundwater data available. However, due to the location of the property, high
groundwater conditions arc not anticipated to be a constraint to the proposed development. However,
it should be noted that seepage problems can develop after completion of construction. These
seepage problems most often result from drainage alterations, landscaping and over-irrigation. In the
event that seepage or saturated ground does occur, it has been our experience that they are most
effectively handled on an individual basis.
COAST GEOTECH, INC.
6. GEOLOGIC HAZARDS
6. 1 Faulting and Seismicity
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The subject site is located within the seismically active Southern California region, which is
generally characterized by northwest trending, right-lateral strike-slip faults and fault zones. Several
of these fault segments and zones are classified as active by the California Geologic Survey
(Alquist-Priolo Earthquake Fault Zoning Act). As a result, ground shaking is a potential hazard
throughout the region.
Based on a review of published geologic maps, no kno""n active faults traverse the site (Figure 4).
Thus, ground surface rupture is not likely to occur as a result of an earthquake or seismic event.
The nearest active fault to the site is the Rose Canyon Fault Zone, located approximately 7.0 miles
west of the site. It should be noted that the Rose Canyon Fault is one of four main fault strands that
make up the Newport-Inglewood/Rose Canyon (NIRC) fault system (Treiman, 1984). The four
strands form a series of right-stepping en echelon faults situated along the Southern California
coastline. A recent study by Sahakian et al. (2017) concluded that the geometry of the NIRC fault
system may enable rupture along the entire length of the fault zone. The study also modeled several
rupture scenarios in light of the newly defined geometry which suggest earthquake ruptures up to
magnitudes (M) of 7.4 arc possible along the NIRC system. While the models are intriguing. the
paper recommends further research and modeling on the N IRC fault geometry to improve our
understanding of potential hazards and ground shaking along the Southern California coast. The
proximity of major faults to the site and their estimated maximum earthquake magnitudes and peak
site accelerations are enclosed on Table I, and were determined by EQF A ULT version 3 .00 software
(Blake, 2000).
COAST GEOTECH, I~C.
Table 1: Principal Active Faults
Fault Name Approximate Distance
from site (mi}
ROSE C'ANYON 7.0
NEWPORT-INGLEWOOD 11.2
CORONADO BANK 22.2
ELSINORE-TEMECULA 23.3
ELSINORE-JULJAN 23.3
ELSINORE-GLEN IVY 37.8
EARTHQUAKE VALLEY 38.8
MaximumEQ
Magnitude (Mmax)
6.9
6.9
7.4
6.8
7. 1
6.8
6.8
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Peak Site
Accel. (g)
.333
.266
.214
.156
.181
.102
.083
The Rose Canyon Fault is capable of generating a magnitude earthquake which would cause strong
ground motions at the subject site. Further analysis on seismicity and the site specific seismic
parameters are discussed in the Recommendations section of this report and in Appendix C, Seismic
Design Response Parameters.
6. 2 Landslide Potential
A landslide is the displacement of a mass of rock, debris or earth down a slope caused by
topographic, geological, geotcchnical and/or subsurface water conditions. Potential landslide
hazards for the site were assessed using the review of published geologic and topographic maps for
the area.
No landslides have been mapped on or in the immediate vicinity of the subject property. The
geologic conditions and the sloping terrain indicate a low to moderate potential for failure
susceptibility and retreat. According to the Landslide Hazards map, Rancho Santa Fe Quadrangle
(Tan and Giffen, 1995), the site is located within Susceptibility Area 3-1 where slopes are generally
susceptible.
COAST GEOTECH, l~C.
6.3 Liquefaction Potential
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Liquefaction is a process by which a sand mass loses its shearing strength completely and flows. The
temporary transformation of the material into a fluid mass is often associated with ground motion
resulting from an earthquake and high groundwater conditions. Owing to the dense nature of the
bedrock and the grain-size distribution, the potential for seismically-induced liquefaction and soil
instability is considered low.
6. 4 Flood Potential
The site is not located in the l 00-ycar flood zone according to the FEMA Flood Map Service Center
(Figure 5).
6.5 Tsunami Potential
Tsunamis are large sea waves generated by earthquakes, volcanic eruptions or landslides that
potentially cause the displacement of substantial volumes of water. The property is not in the
mapped range for the Tsunami Inundation Map for Emergency Planning (Califomia Emergency
Management Agency, 2009).
7. CONCLUSIONS
Based on the results from our evaluation of the site, construction of the proposed additional dwelling
unit is feasible, provided the recommendations within this report arc incorporated in the design and
construction of the project. The following geotechnical considerations for the project site include:
• The subj ect property is located in an area that is relatively free of potential geologic hazards
such as landsliding, liquefaction and seismically induced subsidence. "Ibe proposed
development of the site will not adversely affect the adjacent property, provided the
recommendations of this report are implemented during the design and construction phases.
• The existing rock fill and weathered metavolcanic rock are unsuitable for the support of any
proposed exterior improvements, concrete t1atwork and pavement sections in their present
condition. The surficial materials should be removed and replaced as properly compacted
fill should any exterior improvements be considered.
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• The presence of relatively shallow hard rock will require special consideration in site
development. It is anticipated that excavations into "hard rock" will experience difficult
ripping. Footing excavations founded into '·hard rock'. will require hydraulic breakers for
adequate embedment. All footings should be founded into dense, competent bedrock.
8. RECOMMENDATIONS
8.1 Removals and Recompaction (Exterior Improvements. If Proposed)
The existing rock fill and weathered bedrock for exterior improvements, concrete flatwork and
pavement sections (if proposed) should be removed and replaced as properly compacted fill. The
depth of removals are anticipated to be on the order of 3.0 feet. All fill should be keyed and
benched into the underlying bedrock along sloping terrain. Most of the existing earth deposits are
generally suitable for reuse, provided they are cleared of all organics, debris and rocks greater than
3.0 inches and thoroughly mixed. Prior to placement of the fill, the base of the removal should be
observed by a representative of this firm. Additional overexcavation and recommendations may be
necessary at that time. Fill should be placed in 6.0 to 8.0 inch lifts, moistened to approximately 2.0-
3 .0 percent above optimum moisture content and compacted to a minimum of 90 percent of the
laboratory maximum dry density. The fill is anticipated to be composed of silty sand and rock
fragments with an expansion potential in the low range. Imported fill, if necessary, should consist
of non-expansive granular deposits approved by the gcotechnical engineer.
8.2 Foundations
The following design parameters are based on continuous "stepped" footings founded into competent
bedrock. Footings for the proposed accessory dwelling unit should be a minimum of 15 inches wide
and founded a minimum of 18 inches into dense, competent bedrock for single-story and two-story
structures. Isolated spread footings should be at least 24 inches square and founded a minimum of
18 inches into competent bedrock. Footing excavations founded into competent bedrock will require
hydraulic breakers for adequate cmbedment. Proposed "stepped'' footing should be founded below
a 2: 1 (horizontal to vertical) plane projected up from the base of the slope, a'i shown on the enclosed
Cross Section A-A', Figure 3.
Footings should be "stepped'" where necessary in accordance with the 2019 California Building Code
(CBC) requirements (See Figure 6). A typical conduit through footing detail is provided on Figure
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9. Please note that the depth of fill may vary across the site and additional excavation may be
required to reach competent bedrock.
All footings should be reinforced with a minimum of four No. 4 bars. two along the top of the
footing and two along the base. Where parallel wall footings occur, the upper footing should be
deepened below a 45-degree plane projected up from the base of the lower footing, or the lower wall
should be designed for the additional surcharge load from the upper wall. Footing recommendations
provided herein are based upon underlying soil conditions and are not intended to be in lieu of the
project structural engineer's design.
The base of all footings should be maintained a minimum horizontal distance of 8.0 lateral feet to
the face of the nearest slope.
For design purposes, an allowable bearing value of 2500 pounds per square foot may be used for
foundations at the recommended footing depths for single and two story structures.
For footings deeper than 18 inches, the bearing value may be increased by 250 pounds per square
foot for each additional 6.0 inches of embedment to a maximum of 3500 pounds per square foot.
The bearing value indicated above is for the total dead and frequently applied live loads. This value
may be increased by 33 percent for short durations of loading, including the effects of wind and
seismic forces.
8.3 Sulfate and Chloride Tests
The results of our sulfate, chloride, pH and resistivity tests performed on representative samples are
presented in Tables 6, 7 and 8, in Appendix B. The results of testing on selected samples suggest
a pH of 7. 7 and the amount of water soluble chloride, in soil, is 0.016. The amount of water soluble
sulfate is 0.018 percent by weight which is classified as negligible according to ACl 318 (SO
Exposure Class with Not Applicable Severity).
Coast Geotech, Inc. does not practice in the field of corrosion engineering. Further evaluation by
a corrosive engineer may be performed if improvements that could be susceptible to corrosion are
planned.
COAST GEOTECH, INC.
8.4 Slabs on Grade (Inferior and Exterior. If Required)
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Slab on grade should be a minimum of 5.0 inches thick and reinforced in both directions with No.
3 bars placed 18 inches on center in both directions. Exterior slabs on grade should be a minimum
of 4.5 inches thick and reinforced with No. 3 bars placed 18 inches on center in both directions. The
slab should be underlain by a minimum 2.0-inch coarse sand blanket (S.E. greater than 30). Where
moisture sensitive floors are used, a minimum 10.0-mil Visqueen, Stego, or equivalent moisture
barrier should be placed over the sand blanket and covered by an additional two inches of sand (S.E.
greater than 30). Utility trenches underl ying the slab may be backfilled with on-site materials,
compacted to a minimum of 90 percent of the laboratory maximum dry density. Slabs should be
reinforced as indicated above and provided with saw cuts/expansion joints, as recommended by the
project structural engineer. All slabs should be cast over dense compacted subgrades. At a
minimum, interior slabs should be provided with softcut contraction/control joints consisting of
sawcuts spaced l O feet on center maximum each way. Cut as soon as the slab will support the
weight of the saw, and operate without disturbing the final finish, which is normally within two
hours after final finish at each control joint location or 150 psi to 800 psi. The softcuts shouJd be
a minimum of 3/4 inch in depth, but should not exceed l inch deep maximum. Anti-ravel skid plates
should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled
equipment across cuts for at least 24 hours. Provide re-entrant corner (270 degree corners)
reinforced for all interior slabs consisting of a minimum two, 10-foot long No. 3 bars at 12 inches
on center with the first bar placed 3 inches from re-entrant comer (see Figure 7). Re-entrant corners
will depend on slab geometry and/or interior column locations. Exterior slabs should be provided
with weakened plane joints at frequent intervals in accordance with the American Concrete Institute
(ACI) guidelines.
Our experience indicates that the use of reinforcement in slabs and foundations can reduce the
potential for drying and shrinkage cracking. However. some minor cracking is considered normal
and should be expected as the concrete cures. Moisture barriers can retard, but not eliminate
moisture vapor movement from the underlying soils up through the slab.
8.5 Lateral Resistance
Resistance to lateral load may be provided by friction acting at the base of foundations and by
passive earth pressure. A coefficient of friction of 0.35 may be used with dead-load forces. Design
passive earth resistance may be calculated from a lateral pressure corresponding to an equivalent
fluid density of 300 pounds per cubic foot with a maximum of 2500 pounds per square foot.
COAST GEOTECH, INC.
8.6 Retaining Walls
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W.O. 743821
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Cantilever walls (yielding) retaining nonexpansive granular soils may be designed for an
active-equivalent fluid pressure of 38 pounds per cubic foot for a level surcharge and 4 7 pounds per
cubic foot for a sloping backfill. Restrained walls (nonyielding) should be designed for an "at-rest"
equivalent fluid pressure of 60 pounds per cubic foot. Wall footings should be designed in
accordance with the foundation design recommendations. All retaining walls should be provided
with an adequate backdrainage system. A geocomposite blanket drain such as Miradrain 6000 or
equivalent is recommended behind walls. The soil parameters assume a nonexpansive select
granular backfill compacted to a minimum of 90 percent of the laboratory maximum dry density.
8. 7 Dynamic (Seismic) Lateral Earth Pressures
For proposed restrained walls (non-yielding), potential seismic loading should be considered. For
smooth rigid walls, Wood (1973) expressed the dynamic thrust in the following form:
L\Pe = kh YJ--12 (nonyielding)
where kh is ½ peak ground acceleration equal to 50 percent of the design spectral response
acceleration coefficient (Sds) divided by 2.5 per C.B.C. (2007), Y is equal to the unit weight of
backfill, and H is equal to the height of the wall.
The pressure diagram for this dynamic component can be approximated as an inverted trapezoid with
stress decreasing with depth. The point of application of the dynamic thrust is at a height of 0.6
above the base of the wall. The magnitude of the resultant is:
LiPe = 17.9 H2 (nonyielding)
This dynamic component should be added to the at-rest static pressure for seismic loading
conditions.
For cantilever walls (yielding), Seed and Whitman ( 1970) developed the dynamic thrust as:
LiPe = 3/8 kh YH2 (yielding)
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The pressure diagram for this dynamic component can be approximated as an inverted trapezoid with
stress decreasing with depth and the resultant at a height of 0.6 above the base of the wall. The
magnitude of the resuhant is:
LiPc = 6. 7 l-I2 (yielding)
This dynamic component should be added to the static pressure for seismic loading conditions.
8.8 Settlement Charac/eristics
Estimated total and differential settlement over a horizontal distance of 30 feet is expected to be on
the order of 1.0 inch and ¾ inch, respectively. It should also be noted that long term secondary
settlement due to irrigation and loads imposed by structures is anticipated to be '/4 inch.
8. 9 Seismic Considerations
Although the likelihood of ground rupture on the site is remote, the property will be exposed to
moderate to high levels of ground motion resulting from the release of energy should an earthquake
occur along the numerous known and unknown faults in the region. The Rose Canyon Fault Zone
located approximately 7.0 miles west of the property is the nearest known active fault and is
considered the design fault for the site. In addition to the Rose Canyon fault, several other active
faults may affect the subject site.
Seismic design parameters were determined as part of this investigation in accordance with Chapter
16, Section 1613 of the 2019 California Building Code (CBC) and ASCE 7-16 Standard using the
web-based United States Geological Survey (USGS) Seismic Design Tool. The generated results
for the parameters are presented on Table 2.
COAST GEOTECH, INC.
Table 2: Seismic Design Parameters
Factors
Site Class
Seismic Design Category
Site Coefficient, Fa
Mapped Short Period Spectral Acceleration, Ss
Mapped One-Period Spectral Acceleration, S1
Short Period Spectral Acceleration Adjusted for Site Class, SMs
Design Short Period Spectral Acceleration, Sos
8.10 Site Classification For Seismic Design
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Values
D
II
1.121
0.947
0.346
1.062
0.708
Site soils are classified based on the upper I 00 feet maximum of site subsoil profile. In the absence
of sufficient or specific site data, appropriate soil properties are permitted to be estimated by the
project gcotechnical consultant based on known geotechnical conditions and Site Class Dis typicalJy
used as a "default", unless otherwise noted. Site Classes A and B shall not be assigned to a site, if
there is more than 10 feet of soil ( or fil I) between the top of the underlying rock surface and bottom
of the foundation.
Site Classes A and Bare most commonly supported by shear wave velocity determination (us, ft/s).
Site Class F, which may require a site response analysis, consists of liquefiable or collapsible soils
and highly sensitive clayey soil profile. Site Classes C, D, and E soils may be classified using an
average field Standard Penetration Resistance (N) method for soil layers based on Section 20.4.2 of
ASCE 7-16. Where refusal is met for a rock layer (blow counts of 50 or greater for 6 inches or less
penetration), Ni is taken as I 00 blows per foot. Site Classification is then established based on Table
20.3-1 of ASCE 7-1 6.
Requirements provided below are also applicable and should be incorporated in the project designs
where appropriate:
1. Site specific hazard analysis is required (see Section 11.4.8) in accordance with Chapter 21.2 of
ASCE 7-16 for structures on Site Class E sites with values of Ss greater than or equal to I .0g and
structures on Site Class D and E sites with values of SI greater than or equal to 0.2g. However,
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the following 3 exceptions are pem1itted for Equivalent Lateral Force design (ELF) using
conservative values of seismic design parameters in lieu of pcrfom1ing a site specific ground
motion analysis:
Structures on Site Class E sites with Ss greater than or equal to 1.0, provided the site
coefficient Fa is taken as equal to that of Site Class C.
• For structures on Site Class D sites with S I greater than or equal to 0.2, a long period
coefficient (Fv) of 1. 7 may be utilized for calculation of Ts, provided that the value of
Seismic Response Coefficient (Cs) is determined by Equation (12.8-2) for values of the
fundamental period of the building (T) less than or equal to 1.5Ts and taken as 1.5 times the
value computed in accordance with either Equation 12.8-3 for T greater than 1.5 Ts and less
than or equal to TL or Equation 12.8-4 for T greater than TL.
• Structures on Site Class E sites with S l greater than or equal to 0.2, provided that Tis less
than or equal to Ts and the equivalent static force procedure is used for the design.
2. Where Site Class B is recommended and a site specific measurement is not provided, the site
coefficients Fa, Fv, and FPGA shall be taken as unity ( 1.0) in accordance to Section 11.4.3 of
ASCE 7-16.
3. Where Site Class Dis selected as the "default" site class per Section 11.4.3 of ASCE 7-16, the
value of Fa shall not be less than 1.2. Where the simplified procedure of Section 12.4 is used,
the value of Fa shall be determined in accordance with Section 12.14.8.1 and the values offv,
SMS and SM 1 need not to be determined.
At the project site, dense bedrock occurs beneath the site at depths on the order of 2.5 to 3 .0 feet
below existing ground surfaces (BOS), and based on our past experience with similar deposits. Site
Class D (Stiff Soil), can be conservatively considered for the project site subsoi l profile, unless
otherwise noted.
8.11 Permeable Interlocking Concrete Pavers (PICP), (if Required)
Permeable lnterlocking Concrete Pavers (PlCP), if proposed, should consider several design aspects.
Foundations adjacent to or in close proximity to PICP should be protected by an impervious
membrane extending a minimum of 5. 0 lateral feet from the foundation under the pavement section.
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The intent is to reduce lateral migration of infiltrated drainage and potential impaction on footings.
However. this approach is considered Jess desirable from a geotechnical viewpoint than lining the
section with an impervious liner.
Pavement underdrains are recommended and should be incorporated in the design for proper
collection and disposal of filtrated storm water, as indicated on Figure 8. If subdrains are not
allowed for storm water infiltration by reviewing agencies, the long term effects of infiltrated water
on structural foundations and slabs cannot be predicted with any degree of certainty.
PICP pavement structural section (Drivev,,.ays) should consist of 31/a inch PJCP, over a minimum of
2.0 inches of ASTM No. 8 bedding course/choke stone, over a minimum of 12 inches of ASTM No.
57 stone base course, over a minimum of 12 inches of 95 percent compacted subgrade. Bedding
course/choke stone and base course stone should also be well compacted, consolidated, and
interlocked (avoid crushing the underdrain pipes) with heavy construction equipment. ASTM No.
8. No. 9 or No. 89 should be used for joint materials, depending on the joint size and per
manufacturer recommendations. The above stone base section may be reduced from 12 inches to
a minimum of 6.0 inches for walkways and patios, if desired. The gradational requirements are
summarized on Table 3.
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Table 3: Gradational Requirements for ASTM No. 57, No. 8, No. 89, and No. 9
Sieve Percent Passing
Size No. 57 No. 8 No. 89 No. 9
1 ½'' 100
l" 95 to 100
½" 25 to 60 100 100
3/e'' 85 to 100 90 to 100 100
No.4 0 to 10 l Oto 30 20 to 55 85 to 100
No. 8 0 to 5 0 to 10 5 to 30 10 to 40
No. 16 0 to 5 0 to 10 0 to 10
No. 50 0 to 5 0 to 5
8.12 Utility Trench
We recommend that all utilities be bedded in clean sand to at least one foot above the top of the
conduit. The bedding should be moistened and tamped in place to fill all the voids around the
conduit. Imported or on-site granular material compacted to at least 90 percent relative compaction
may be utilized for backfill above the bedding.
Utility trench backfill within public roadways should be compacted to a minimum of 95 percent of
the laboratory maximum dry density.
'Ibe invert of subsurface utility excavations paralleling footings should be located above the zone
of influence of these adjacent footings. This zone of influence is defined as the area below a 45
degree plane projected down from the nearest bottom edge of an adjacent footing. This can be
accomplished by either deepening the footing, raising the invert elevation of the utility, or moving
the utility or the footing away from one another.
8.13 Drainage
Specific drainage patterns should be designated by the project architect or engineer. However, in
general, pad water should be directed away from foundations and around the structure to the street.
Roof water should be collected and conducted to a suitable discharge location via non-erodible
COAST GEOTECH, INC. Kara Malewicz
w.o. 743821
Page 22 of 26
devices. Pad water should not be allowed to pond. Vegetation adjacent to foundations should be
avoided. If vegetation in these areas is desired, sealed planter boxes or drought resistant plants
should be considered. Other alternatives may be available, however. the intent is to reduce moisture
from migrating into foundation subsoils. Inigation should be limited to that amount necessary to
sustain plant life. All drainage systems should be inspected and cleaned annually, prior to winter
rains.
8. 14 Georechnical Observations
The following list of geotcchnical observations/testing is recommended during the grading and
construction phases.
• Observation of wall backdrainage
• Density testing and observation during placement of fill and wall backfill
• Laboratory testing for Maximum Dry Density and Optimum Moisture Content for each soil
type used as fill
Observation of footing excavations during excavation and prior to placement of steel
• Utility trench observation and testing
8. 15 Plan Review
A copy of the plans should be reviewed by this office, prior to initiation of construction. A copy of
the foundation plans should be submitted to this office for review, prior to the initiation of
construction. Additional recommendations may be necessary at that time.
8. 16 Pre-construction Meeting
A pre-grading/construction meeting is recommended in order to convey concepts and
recommendations to the contractors in order to reduce potential misunderstandings.
9. LIMITATIONS
This report is presented wjth the provision that it is the responsibility ot the owner or the owner's
representative to bring the information and recommendations given herein to the attention of the
project architects and/or engineers so that they may be incorporated into the plans.
COAST GEOTECH, INC. Kara MaJewicz
w.o. 743821
Page 23 of26
It conditions encountered during construction appear to differ from those described in this report,
our office should be notified so that we may consider whether modifications are needed. No
responsibility for construction compliance with design concepts, specifications, or recommendations
given in this report is assumed unless on-site review is perfonned during the course of construction.
The subsurface conditions, excavation characteristics, and geologic structure described herein are
based on individual exploratory excavations made on the subject property. The subsurface
conditions, excavation characteristics, and geologic structures discussed should in no way be
construed to reflect any variations which may occur among the exploratory excavations.
Please note that fluctuations in the level of groundwater may occur due to variations in rainfall,
temperature, and other factors not evident at the time measurements were made and reported herein.
Coast Geotech, lnc. assumes no responsibility for variations which may occur across the site.
The conclusions and recommendations of this report apply as of the cun-ent date. In time, however,
changes can occur on a property whether caused by acts of man or nature on this or adjoining
properties. Additionally, changes in professional standards may be brought about by legislation or
the expansion of knowledge. Consequently, the conclusions and recommendations of this report
may be rendered wholly or partially invalid by events beyond our control. This report is therefore
subject to review and should not be relied upon after the passage of two years.
The professional judgements presented herein are founded partly on our assessment of the technical
data gathered, partly on our understanding of the proposed construction, and partly on our general
experience in the geotechnical field. However, in no respect do we guarantee the outcome of the
project.
Should the project proceed to the grading/construction phase, a supplemental agreement and
proposal will be necessary for geotechnical observation and testing during this phase of the project.
We will need to be contacted well in advance of the grading/construction phase in order to provide
geotechnical services. Should a new geotechnical engineering firm be retained, we will need to
prepare transfer of geotechnical consultants docwncntalion and we will no longer be the gcotechnical
engineer of record.
COAST GEOTECH, INC. Kara Malcwicz
w.o. 743821
Page 24 of 26
Should the project proceed into the grading/construction phase without informing Coast Geotech,
Inc., Coast Geotech, Inc. and its engineers and geologists will not be responsible for any portion of
the project or provide any documentation required by city or county agencies.
This study has been provided solely for the benefit of the client, and is in no way intended to benefit
or extend any right or interest to any third party. This report is not to be used on other projects or
extensions to this project except by agreement in writing with Coast Geotech, Inc.
COAST GEOTECH, INC.
REFERENCES
Kara Malcwicz
w.o. 743821
Page 25 of 26
Blake, T. F. (2000). EQFAULT: A Computer Program for the Detem1inistic Estimation of Peak
Acceleration using Three-Dimensional California Faults as Earthquake Sources. Version 3.0,
Thomas F. Blake Computer Services and Software, Thousand Oaks. CA.
California Building Standards Commission. (January l. 2019). 2019 California Building Code,
California Code of Regulations.
California Geologic Survey, (2000), Epicenter of and Areas Damaged by M>S California
Earthquakes, 1800-1999, Map Sheet 49.
California Geologic Survey,(] 994), Fault Activity Map of California, Map Scale l "=750,00'.
FEMA, Flood Map Service Center.
https:/ /msc.f ema. gov /portal/home
Kennedy, M. P., and Tan, S.S. (2008). California Geological Survey, Regional Geologic Map No.
3, 1: I 00,000 scale.
OSHPD, U.S. Seismic Design Maps.
https:/ /seismicmaps. org
Sahakian, V ., et al. (2017). Seismic Constraints on the Architecture of the New'!)ort-InglewoocL'Rose
Canyon Fault: Implications for the Length and Magnitude of Future Earthquake Ruptures. American
Geophysical Union. DOl: 10.1002/2016JB013467.
Seed, H.B., and Whitman, R.V. (1970). Design of earth retaining structures for dynamic loads.
In Proceedings of the ASCE SpeciaJ Conference on Lateral Stresses, Ground Displacement and
Earth Retaining Structure, Ithaca, N.Y., pp. 103-147.
Tan, S. S., and Giffen, D. G. (1995). Landslide Hazards in the Southern Part of the San Diego
Metropolitan Area, San Diego County, California, OFR 95-04. Plate 35E.
COAST GEOTECH, INC. Kara Malcwicz
w.o. 743821
Page 26 of 26
Treiman, J. A. (1984). The Rose Canyon fault Zone: A Review and Analysis. California Division
of Mines and Geology, Fault Evaluation Report 216.
Wood, J.H. (1973). Earthquake-induced soil pressures on structures. Ph.D. thesis, the California
Institute of Technology, Pasadena, California.
Zweck, Kristin Von, Architect. (2021). Site Plan, 2624 Obclisco Place, Carlsbad, California.
GEOTECHNICAL MAP
2624 ORF.USC'O PLACF, CARLSBAD, CA
SCALE: r 10· I I o·
""'-N
lcge11d --CrOSii·Snhon A-A
--{icolClgn· ("(mltKI
Aprm:ocimah.-J
---1 I I rrop~c~t Sln.Ktl!Tf' I I , ___
~ Uonng l.0<.·111100
.\pprwom,rn:J
♦ fi;,•.sl P11 I lll;)tlfJll
Aftprux1matcJ
af A1t1fic1al F1U
Mzu ll<d10<~
@ COAST GEOn:c n, li\C.
~1,1,1 Sr.a Lw~nPllcc, ~111:r ll.N
<'arl;.b-.1,CAq~JO
10'
/ --/t ~:~-~:z~;;·;~:i2:~_,:/~ <~·:=-:~ _;,.-;;:.,--""
----/
MU-.0-00~.M
,.,_..:::'
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~~~:t;11~1IIf ~~r:--11--:~~---~-
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CROSS-SECTION A-A' Legend
2624 OBELISCO PLACE, CARLSBAD, CA
SCALE: l" = 10'
o· 10'
-Geologic D Proposed ADU ---'?-. Contact (Approx.) ---Existing Grade 0 Artificial Fill
~ Boring Location
Approximated B Bedrock
Test Pie Location LI Approximated
A A' A"
..,_
.----.--
..._ 560
I-
I-550
Proposed Stem Wall Proposed ADU
--1 ~--I ~---.,,,..----1u----~-----
. , ----B-1 -
fa»<mg(,md, --------~ --------~ -------1-r--r ~--Proposed ,.,. --I __ ., ___ --R •
~ ___ ,---. """;ngW,JJ
,,., ., .-:?---?---l _,J B-2 /,.,,_::---. TP,l Art;fidalFHl("l
--L--,.....-------. ---
..,_
Proposed Grade
I-540 .,,.,/'
.,,.-" .,,.
I-
@ COAST CEOTECH, INC.
5931 Sea I.ion Pl3ce, Suite I 09
CarlsbaJ, CA <11010
Bedrock (Mzu)
Note: Contact of"rock fill .. may vary and may be deeper than shown.
Project Number: 743821
Figure Number: 3
REGIONAL FAULT MAP
SAN DIEGO COUNTY REGION
~ fM~ (OM:)n$ PIM 11.100.,.._1-i w,,dho<A --------...,. a.-ma,y--·-pa&! 700,000 ,-.)
Pt~ty •--lakie< lhM 1 S ,,,.,,_,..,.-,)or,...~ -~-
-'<OOITIONAI. F4Ul T $Y ... 10LS
-'-hf 4'ndbtlllon~tfdt{~or ~ent)
NttNlt ~,--~, ... we°'~-o.-ectt0n oJ tMet-1 -. ,
COAST GEOTECH. INC.
591 I Sea Lion Place, Suik I 09
C:1rlsbad. C,\ 920l0
. . .. ..,.
,., fl '·.,.,,
) -,"'
Vt
J..ie KIC.:Jlr
Map is reproduced from California Geological Survey,
''Fault Activity Map of California (2010)".
Project Number: 743821
Figure Number: 4
FLOOD HAZARD MAP
2624 OBELJSCO PLACE, CARLSBAD, CA
PIN '
~•locillicmbMedonllSefinpllt
.aJWidoos not N!j)ltlelllH ~-
~locil1'0n
□ selected f1oodM.ap lloul>Aly
~o.t<IA,~
!,lo Digil.io.itaAVMllble
MAP PANElS UlliMpped
~ .MU of Minim.al FloodlllWotd~JC
Effecli'.,e l.OIAR!.
AIHof lJndet~ flood IQzaldz°"" D
[ < , ';' < ] Olbent,;se Protect♦d AIU
Ex.erpt from the FEMA Flod Map Service Center
COAST GEOTECH, INC.
5931 Sea Li1'n Plac1', Sui10 I 09
Carlsbad, CA 92010
~f'\.000
HAZNIOAA!AS
M:llolll .... ,.., .... ~ ~ ... ~-Mlllfto,o.,dl-
~-~-•-••1111
0.2'JI. Annual Cminc. Aaod Hamra. Ann
of i '!li,.annual cnancefloodwl1tl --C•
de-ptll .._ U.11 one foot Of with dralnace
.,... of..,.. than one IQU.,. mi .. z~ x
&"..._..., Future Condlllota 1~ AMual
-.:a! ai-flood till~'""'"'~
Alff Wltll Rech1aed Flood RN dlJe to
OTkER AREAS Of ~-S.. Mollli. 1•,.. r
R..000 HAZARD .-.,. Arn Wltll f lood Rllk due to'--• zo,.. o
Project Number: 743821
Figure Number: 5
TYPICAL STEPPED FOOTING DETAIL
A SPECIFIC DESJGN SHOCLD BE PREPARED BY THE PROJECT STRUCTURAL ENGINEER
A stepped footing is required when the surface of the ground slopes more
than 1 foot in 10 feet. The foundation shall be level or shall be steppe-d so
that both top and bottom of such foundation are level.
"2 x s· minimum
30 bar diameters
30 bar diameters
JO" min.It
1 1
18" minimum
---Reinforcing steel to match
remainder of footings.
"S" = depth of stepped footing wall (18" maximum)
"d" = depth of stepped footing at excavation (''S" minimum)
COAST GEOTECH, INC.
5931 Sea Lion Place. Smte 109
C-arlsbud. CA 92010
Project Number: 743821
Figure ~umber: 6
(a) (b)
/ ISOLATION JOINTS ~
/ '"-._
----CONTRACTION JOINTS -·---..
----------
RE-ENTRANT CORNER .._
REINFORCE~ENT ----
NO. 3 BARS PLACED
MID-111:i!GIIT IN SLAB
(c)
I NO SCALE I
---------Rl:AoNTRANT
CORNFR RACK
I. Isolation Joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b).
If no isolation joints arc used around columns, or if the comers of the isolation joints do not meet the contraction
joints, radial cracking as shown in (c) may occur (reference AC!).
2. ln order to contl'ol cracking at the re-entrant comers (+/-270 degree comers). provide reinforcement as shown in (c).
3. Re-entrant comer reinforcement shown herein is herein is provided as a general guideline only and is subJect to
verification and changes by the project architect and / or structural engineer based upon slab geometry, location,
and other engineering and construction factors.
COAST GEOTECH, INC.
593 I Sea Lion Plac~. Suite I O'J
Carlsbad. C.-\ 92() I 0
TYPICAL ISOLATfON JOINTS AND
RE-ENTRANT CORNER
REINFORCEMENT
Project Number: 743821
Figure Number: 7
'x
@ COAST GEOTECH, L""C.
5931 Sea Lion Place,, Suilt' 109
Carlsbad. CA 920!0
TYPICAL PERMEABLE PAVER DETAIL
sat SV(JGRIJ)C
NO. 8 AGGR£CA TES
IN OPE'NIHGS P£R
AIANUFACnJRCR SPECS.
PfRUE:.481.EPA'-ERS
(TRAFF1C RATm)
~'~'Y'>~ GRADED •
BAS£ (NO. 57
STONC-J/4. UAX.)
UPPER 11• Ar ~ calPACTION.
(ASBI D15$7)
Schematic And Conceptual Only
No-Scale
J-1 /8. THICK CQJCRETf PA ~RS,
TRAFFIC LOADING
6• CONCRCTC
ED« R£STFMIN
-2• BfDDIN{; COORS£ {NO. 8 A.GCRECA 1f
OR PfR IIANUFAC1URER SPCCS)
-+--8• THICK CPCH GRADED BASE: MITH
AIIN. s• PER HOUR INF1l.TRAT10N RATf
(No. 57 STON£ -J/4• MAX.)
• I(>
i
~
-. ____ l/4' GRAVEL
.f. PERFORA Tf1) UNOERDRAIN
SOI. 40 P~
CONNECT TO P£RFORA TED Pf PCS
UNDER THC BtORtTEHnON AREAS.
Project Number: 743821
Figul'c Numbc1: 8
•
-
. ..
G
4 . .
--. 4
<
a
C
•
NO PIPE SHALL PASS
THROUGH FOOTING PAD
LOCATE PIPE TRENCII
SO THAT FOOTING WlLL
NOT BE UNDERMINED
ClACKFJLL PER
SPEC'lfJCAJlONS
• 4 " G /
..
.
" 4 . • </ ~
~/ 4 . • ,j
• </ . . . " 4
4 • 4 . < .. 6
.,~_i . ~ --
<
,! 2" MIN C
6 . . .. . • ., .
fi:.11N <1 _:;
iZ6)_1_--;,1-
k----18"
MIN
6" MIN
PLACE CONCRETE FILLAROI.JND
SLEEVES BEFORE PLACING
FOOTING PADS. flLL SHALL fl E
SAME AS FOOTING AND FULL
PLACE CONCRETE FILL
I NO SCALE I
PROVIDE METAL SLEEVES
WITH I.D. 2" GREATER THAN
Tl-IE O.D. OF THE PIPE
TYPICAL PIPE I TRENCH FOOTING DETAIL
A SPECIFIC DESIGN SHOULD BE PREPARED BY TJIE PROJECT STRUCTURAL ENGINEER
COAST GEOTECH, INC.
5931 Sea lion Place. Suite 109
Carlsbad, CA 92010
Pr~ject Number: 743821
Figure Number: 9
APPENDIX
Logs of Borings and Test Pit
Boring 1
Project: Soil testing Project ~umber: 743821 Client: Kara Malewicz
Project Location: 2624 Obelisco Place, Carlsbad Conrra~tor: Coast Geoted1. Inc.
Date Logged: 9/2/2021
Equipment: Track-mounted drill rig
Groundwater Depth: Not Found
., .. ~ :,., ... Q ., ., C. c.. e e " "' "' 'J;
2
Logged By: Kevin McFarland Borch.olc Diameter: 6 inches
Hammer: 140 lbs Method: Rope and Cathcad
Elevation: 557 foet Total Depth of Boring: 2.5 feet
Lithology
Material Drscription (color, moistur~, density, i:rain siu, otb1•r)
C iii ., e .e C c· " ;., .; ~ C .. . .. .. :, Q -;; ;.. ·a ~ :;:
Artificial Fill (aQ:
Brown to light brown. silty to clayey sand. Finl" to medium
grained. 1',;umerous rock fragments present in fill. Roots and
rootlets in upcr 18". Slightly moist. Moderately dense.
124.3 13.1
Around I'. becomes tan to light brown. silly to clayey sand.
.f· ~ i!l -.. 0 C Q ~ " C ., ., .. .. -::, ,. .. ..
" .. .; C, E 7i .,
"" "'
(555) B 9i50 (S") Numerous angular rocks up to 8", could not penetrate deeper. 9.2
3
(554)
4-
(553)
5
(552)
6-
■ Bag Sample
Y Ground Water
l%t
B
Boring refosal at 2 .5' --· ---·-·-·---·-. -------. -· . ---· ·---.
End of B-1 at 2.5 feet
No Caving.
No C..W.
Modified California Sampler
Standard Penetration Test (SPT
Figure Al
~--
/ ~ COAST GEOTECI I. INC. @1 '"'" "'"·"""""""""'"''"" Boring 2
Project: Soil testing Project Numbl.'r: 743821 Client: Kara Malewicz
Project Location: 2624 Obelisco Place, Carlsbad Contractor: Coast Gcokch, Inc.
Date Logged: 9/2/2021
Equipment: Track-mounted drill rig
Groundwater Depth: Not Found
Z' M ... ~ ~ 5 .::
=-" .. ~ .. Q g
1
(551)
2
(550)
3
(549)
4-
(548)
5
(547)
s-
., -:g_ co ... 0 ;,-, .. ..J I-Q C, ., .. ,: Q, Q, c:,. e e «
C ..
(J) .. _,
""
■ Bag Sample
~ Ground Water
!l ~ C
" " -u ~ ~
iii ~
1%1
B
Logged By: Kevin McFarland Borehole Diameter: 6 inches
Hammer: 140 lbs Method: Rope and Cathcad
Elevation: 552 feet Total Depth of Boring: 2.75 feet
Lithology
Malrrial Dtscription (color, moisture, density, grain size, oth~r)
Artificial Fill (at):
Light brown to tan silty sand. Fine to medium grained.
Numerous rock fragments present up to IO" in fill.
D1y to slightly moist. ~foderatcly dense.
Bedrock {Mzu}:
I lighly weathered bedrock. Reddish to rust brown
hi_!lhly fl!:~~ !~k_i~i!~:112.. ~a_:!!~-1e!Y,!e_n!:,;. _. _.
Numerous rock. could not pcnl!trate deeper. Refusal at 2. 75'.
End of B-2 at 2.75 feet
~oCa.-iog.
:>;oC.W.
Modified California Sampler
Standard Penetration Test (SPT)
Figure A2
Test Pit 1
Project: Soil testing Project Number: 743821 Client: Kara .'.Yfalewicz
Project Location: 2624 Obelisco Place. Carlsbad Contractor: Coast G<·ot,:ch. Inc.
ate Logged: 9/2/2021 Logged By: Kevin McFarland Borehole Diameter: 6 inches
Equipment: Hand auger. ~hovd, post-hole digger
Groundwater Depth: Not Found
---., .. ~ .1:1 -C: .c " 0-~ .. ~ Q 8
1
(550)
2
(549)
3
(548)
4 -
(547)
5
(546)
6-
.. .c ~ C. ;;. :., .. ..l ... Q .. .,
0. .. :i: C. C. e e .. .. " u t,) ,,,
■ Bag Sample
~ Ground Water
[%1
B
Elevation: 550 feet Total Depth of Boring: 3.0 feet
Lithology
Material Drscription (color, moisture. density, grain size, other)
Artificial Fill (af):
Light hrown to tan silty sand. Fine to medium grained.
Numerous rock fragments present up to IO" in till.
Dry to slightly moist. Moderately dense.
Bedrock (Mzu):
Highly weathered bedrock. Reddish to rust bro,,m highly
fractured rock in silty 10 clayey sand matrix. Dry. Very dense.
End of TP-1 at 3.0 feet
No Caving .
. 'loG.W.
Modified California Sampler
Standard Penetration Test (SPT)
Figure A3
APPENDIX
Laboratory Test Results
Earth deposirs encountered in our exploratory boring excavations were closely examined and sampled for
subsequent laboratory testing. The laboratory tests were performed in accordance with the generally
accepted American Society for Testing and Materials (ASTM) test methods or suggested procedures.
Based upon our test pits and field exposures. site soils have been grouped into the following soil types:
I Soil Type I Description I
I Light brown to tan si lty sand (Artificial Fill)
2 Reddish to orange brown, highly weathered rock in silty. clayey sand matrix (Bedrock)
The following tests were conducted in support of this investigation:
I
I
I
I. Grain Si1.e Analysis: One grain size analysis was performed on a representative sample of Soil
Type 2. The test results are presented below, and graphically illustrated as attached on Figure BI.
Sieve Size I ¼" I ½" I #4 I #10 I #20 I #40 I #100 I #200 I
Location Soil Type Percent Passing
TP-1 @2.5' 2 100.0 I 88.4 I 81.6 I 77.3 I 74.6 T 70.0 I 58.5 I 50.6
2. Sedimentation Test: One sedimentation test was performed on a representative sample of Soil
Type 2. The test results are presented below, and graphically illustrated as attached on Figure B 1.
Grain Size (mm) I 0.07 I 0.05 I 0.035 I 0.015 I 0.01 I 0.007 I 0.0035 I 0.0015 I
Location Soil Type Percent Soil Remaining
TP-1 @2.5' 2 48.5 I 44.4 I 43.0 I 37.3 I 32.8 I 30.4 I 22.5 I 13.4
3. Maximum Dry Density and Optimum Moisture Content: The maximum dry density and
optimum moisture content of Soil Type 2 was detcnnined in accordance with ASTM D-1557.
The results are presented below.
Location Soil Maximum Dry Optimum Moisture
Type Density (Y m-pcf) Content ((!)opt-%)
TP-1 @2.5' I 2 I 124.3 I 13.l I
I
4. Unit Wei~bt & Moisture Content Tests: In-place dry density and moisture content of collected
representative soil samples were determined from relatively undisturbed ring samples using the
Ring Density Tests, and Water Content of Soil and Rock by Mass test method in accordance with
ASTM D2216. The test results are presented in below and tabulated on the boring logs in
Appendix A.
Field Field Ory Max. Dry In-Place Degree or Sample Soil Moisture
Location Type Content Density Density Relative Saturation
(co-%) (Yd-pcf) (Ym-pci) Compaction S(%)
8-1 @2' I 9.2
Assumptions and Relationships:
In-place Relative Compaction = (Yd + Ym) XIOO
Gs ~ 2.70
e = (Gs Yw '"Yd) -I
S = (w Gs) , e
5. Expansion Index Test: One expansion index (El) tests was performed on a representative
sample of Soil Type 2 in accordance with the ASTM D4829. The test results arc presented below.
Sample Soil Molded Degree of Final Initial Dry Measured El
Location Type (I) Saturation (j) Density EI 50%
(%) (%) (%) (PCF) Saturation
TP-1 @2.5' 2 15.0 I I 48.2 23.8 91.6 11 10.2
(w) = moisture content in percent
£150 = Elmeas -(SO -Smeas) ((65 + Elmeas) + (220 -Smeas))
Expansion Index (El) Expansion Potential
0 -20 Very Low
21 -50 Low
51 -90 Medium
91 -130 High
) 130 Very High
6. Direct Shear Test: One direct shear test was performed on a representative sample of Soil Type
2 in accordance with ASTM D3080. The prepared specimens were soaked overnight, loaded with
normal loads of 1, 2. and 3 kips per square foot respectively, and sheared to failure in an
undrained condition. The test results are presented below and graphically illustrated as attached
on Figure 82.
Sample Sample Unit Angle of Apparent
Location Soil Type Condition Weight Int. Frie. Cohesion
(Yw-ocf) ( ct>-De!!.) (c-osO
I I I I ' I TP-1 Cm. 2.5' 2 Remolded 118.4 31.4 60 I
7. Consolidation Test: One consolidation test was performed on a representative sample of Soil
Type 2 in accordance with ASTM D2435. The prepared specimen was soaked overnight, loaded
to weights of 0.5, 1, 2, 4, 8, and 16 kips per square foot and unloaded to weights of 4, 1, and 0.5
kips per square foot, respectively. The test result is graphically illustrated as attached on Figure
B3.
8. pH and Resistivity Test: pH and res istivity of a representative sample of Soil Type 2 was
detem1ined using '·Method for Estimating the Service Life of Steel Culverts,'' in accordance with
the California Test Method (CTM) 643. The test result is tabulated below.
Sample Location Soil Type Minimum Resistivity (ORM-CM)
TP-1 @2.5' 2
30 years to perforation for a 16 gauge metal culvert.
39 years to perforation for a 14 gauge metal culvert.
54 years to perforation for a 12 gauge metal culvert.
69 years to perforation for a l O gauge metal culvert.
84 years to perforation for a 8 gauge metal culvert.
950
pH
7.7
9. Sulfate Test: A sulfate test was performed on a representative sample of Soil Type 2 in
accordance with the California Test Method (CTM) 417. The test result is presented below.
Sample Location I Soil Type I
TP-1 @ 2.5' I 2 I
Amount of Water Soluble Sulfate
In Soil<% bv Wei!!h0
0.018
10. Chloride Test; A chloride test was performed on a representative sample of Soil Type 2 in
accordance with the California Test Method (CTM) 422. The test result is presented below.
Sample Location I Soil Type I
TP-1 @ 2.5' I 2 I
Amount of Water Soluble Chloride
In Soil (% bv Wei!!h0
0.016
Project
Grain Size Analysis
ASTM D 6913 and D 7928
Malewicz Job#
Kevin McFarland Sample I
Kevin McFarland
743821
TP-1@2.5' I Soil type 2
7/21/2021 DM
Supervising Lab Tech
Supervising Lab Manager ,....!::=============~-======= Date I Tech I
Address
100
90
80
70
O'l 60 C: ·;;;;
V,
IC a.. 50 -c:: CIJ u <ii 40 a..
30
2C
10
0 100
Location Depth Symbol
P-1 (a)2.5' 6' •
COAST GEOTECH, INC.
5931 Sea Lion Place, Suite I 09
Carlshud. CA 92010
10
uses
SM/SC
2624 Obelisco Place, Carlsbad
1
Grain Size (mm)
NAT, w% LL PL
10.S
0 0
Pl
0.1
0 0 N
:ii:
Cu (D60/D10)
0.01
c (D230/ D60*D10
Project Number: 743821
Figure Number: Bl
2500
2000
c;;:-
V\ C. ~ 1500 a: '-in ro 1000
Q} ..c V)
500
0
0.015
-,
;§,
0 ·;:;
V (1)
t;: (1)
0
,ii V t QJ >
0.01
0.005
0
-0.005
2000
1900
1800
1700
1600
1500
1400
~ 1300 & 1200
~ 1100 t 1000
~ 900
:lJ 800
i5; 700
600
500
400
300
200
100
0
Direct Shear Test
(ASTM D3080)
Shear Stress vs. Horizontal Displacment
--1 ksf
--------------------------, -2 ksf
0 0.05 0.1 0.15
Shear Displacement (in.)
Vertical vs. Horizontal Displacement
0.05 0.1
Horizontal Displacment (In.)
Shear Stress vs. Normal Stress
0
.. ..
500 1000 1500 2000 2500
Normal Stress (psf)
COAST GEOTECH, INC.
5931 Sea Lion Pl3cc. Suite I 09
Carl~bad, CA 920 I 0
0.25
.. ,•
.. •··· 1885
3000
0.3
3500
--3 ksf
0,2 0.25 0.3
Summary of Results
Sample Location TP-1@2.5'
Soil Condition Remolded
Strain Rate: 0.005 in/min
Sample Diameter-2.46 in
Cohesion (ksf): 60
Friction Angle: 31.4
Initial Water Content ( 17.50
Soaked Water Conten· 26.10
Initial Unit Weight: 118.4
Soaked Unit Weight: 131.0
Initial Void Ratio: 0.67
Final Void Ratio: 0.62
Initial Saturation(%): 70.3
Final Saturation (%): 113.3
Job Number: 743821
Date: 9.9.2021
Technician: K.M.
Project Number: 743821
Figure Number: B2
CONSOLIDATION TEST
Remolded (ASTM D 2435)
Proje<t Name: Kara Malewicz Test~d By KM Date: 09/10/21
ProJe<t No.: 743821 Chcck,dlly MB Date. 09/14/21
Sample No.: TP-1 ;., 2 5 Depth of Sample tf1 l 2.5 ft
Soil Identification: Light brown, silty to clayey sand Soil Type: 2
Void Ratio vs. Vertical Effective Stress
06700 +---
0 6500
.g 06300 "' a:.
I .•. ········--·-.. 1
-0 ·a >
0.6100
05900 -····-·····
0 5700 +-___ .,___....__.,___._....__.__.__. ______ __.. _ _.___,,......, __ _,. ______ .;...___._...._..__._..-'-'
50.00 0.05 0.50 5 00
(01•ffic1ent of Cor-~0l1tl~t1oq (( v) 'tr,> 2 ,.,,i Pre,wre p ,K,p;
Consolidation vs. Vertical Effective Stress
005 0 so soo 5000
-0.0100 ----~--,---.--,---~c-+------~--.---.---.--r-1,---------.--,---,---,-.,....,.-;
0.0000
~ .,
ji 0.0100 u :E I-
Q/ a. E 0.0200 +----"' V\
0 c ~ 00300
QI s
C 0 +' '.Q O 0400
~ C 8
0.0500 1----
00600
COAST GEOTECH, INC.
59.ll s~a Lion Place, Suite 109
Carlsbad. CA 92010
i
·-+-+.-.f-+-..L...-j
Water Add d
Project Number: 743821
Figure Number: 83
APPENDIX
Seismic Design
Response Parameters
OSHPD
Kara Malewi cz
2624 Obelisco Pl, Carlsbad, CA 92009, USA
Latitude, Longitude: 33.1020058, • 117 .2454966
Go-gle ,
Date
Design Code Reference Document
Risk Category
Site Class
Type Va lue
Ss 0.947
s 1 0.346
SMs 1 062
SMt null ·See Section 11 4 8
S DS 0.708
So, null-See Section 11 4 8
Type Value
soc null -See Section 11 .4.8
F, 1.121
Fv null -See Section 11.4.8
PGA 0.413
FPGA 1 187
PGAM 0 49
TL 8
S sRT 0.947
s,uH 1.052
s so 1 5
S lRT 0 346
S lUH 0.38
S10 0.6
PG Ad 0.5
CRs 0.9
CR1 0.913
Anna Grigorran t':\
Piano Studio y
T £-mporanly closed
Description
9/8/2021, 3 27·19PM
ASCE7-16
D • Stiff Sod
MCE R ground motion (for 0.2 se<: ond period)
De,,cr,pt1on
MCE R ground rnotIon. (for 1 Os period)
S rte-modified spectral acceleration value
S tte-modified spectral acceleration value
Numeric seismic design value at0.2 second SA
Numeric seis m,c design value at 1.0 ,econd SA
Seismic design category
S rte amphfkation factor at 0.2 second
Site amplification factor at 1.0 se<:ond
M:E G peak ground accelcrat1on
S ~• ampb~cation factor at PGA
S rte modified peak ground accelerab~n
Long-period trans ltion period in seconds
Probab,hst,c nsk-tllrgeted ground monon. (0.2 second)
Factored uniform-hazard (2% probability ofexceedance ,n 50 years) spectral acceleratjon
Factored determini,tic acceleraMn value (0 2 second)
P robabiltstlC r,s k-targeted ground moton. (1.0 second)
Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleraton.
Factored determ,n,snc acceleration value. (1 0 second)
Factored determ,nis tic acceleration value (Peak Ground Acceleraoon)
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
Map data ((;)2021
APPENDIX
Grading Guidelines
GRADl1'iG GUIDELINES
/. General
Grading should be perfom1ed to at least the minimum requirements of the local governing agencies. the
California Building Code, 2019, the geotechnical report and the guidelines presented below. All of the
guidelines may not apply to a specific site and additional recommendations may be necessary during the
grading phase.
It is the responsibility of the Contractor to adhere to these specifications, grading plans. and the provision
of equipment to carry our the grading methods.
2. Site Clearing and Prep"mtio11
Trees, dense vegetation, and other deleterious materials should be removed from the site. Removal shall
consist of the complete removal of roots, stumps and other buried vegetation in the areas to be excavated.
Non-organic debris or concrete may be placed in deeper fill areas under direction of the Soils engineer.
3. Treatment of Existing Gro111td
• All heavy vegetation. rubbish and other deleterious materials should be disposed of off site.
• Materials used for compacted fill shall first be determined as suitable by the project engineer or
geologist. All material with organics, rubbish or of other unsuitable composition might be
considered unsuitable and shall not be used in fills.
• Any pavement material in the excavation area shall be properly cleared and disposed of in an
approved off-site facility or if feasible in an area on-site approved by the Project Engineer.
• All surficial deposits including alluvium and colluvium should be removed unless otherwise
indicated in the text of this report. Groundwater existing in the alluvial areas may make excavation
difficult. Deeper removals than indicated in the text of the report may be necessary due to saturation
during winter months.
Subsequent to removals, the natural ground should be scarified and processed to a depth of six
inches, moistened to near optimum moisture conditions and compacted to fill standards.
4. Fill Placemellf
Fill placement shall be accomplished by compaction equipment such as sheepsfoot rollers, vibratory
rollers and other types of equipment. The equipment should be able to properly and uniformly
compact fill material to the specified relative compaction.
Most site soil and bedrock may be reused for compacted fill; however, some special processing or
handling may be required (see report). Highly organic or contaminated soil should not be used for
compacted fill.
Material used in the compacting process should be evenly spread, moisture conditioned, processed,
and compacted in thin lifts not to exceed six inches in thickness to obtain a uniformly dense layer.
•
The fill should be placed and compacted on a horizontal plane, unless otherwise found acceptable
by the Soils Engineer.
• If the moisture content or relative density varies from that acceptable to the Soils engineer, the
Contractor should rework the fill until it is in accordance with the following:
I. Moisture content of the fill should be at or above optimum moisture as determined by ASTM
D 1557. Moisture should be evenly distributed without wet and dry pockets. Pre-watering of cut
or removal areas should be considered in addition to watering during fill placement, particularly
in clay or dry surficial soils. If the moisture content of'the soil is below that of optimum, water
shall be added by the Contractor until it reaches the specified range.
2. Each six inch layer should be compacted to at least 90 percent of the maximum density in
compliance with the testing method specified by the controlling governmental agency. In this
case. the testing method is ASTM Test Designation D-1557-91.
• Side-hill fills should have a minimum equipment-width key at their toe excavated through all
surficial soil and into competent material (see report) and tilted back into the hill. As the fill is
elevated, it should be benched through surficial deposits and into competent bedrock or other
material deemed suitable by the Soils Engineer.
Rock fragments less than six inches in diameter may be utilized in the fill, provided:
1. They are not placed in concentrated pockets;
2. T here is a sufficient percentage of fine-grained material to surround the rocks;
3. The distribution of the rocks is supervised by the Soils Engineer.
Rocks greater than six inches in diameter should be taken off site, or placed in accordance with the
recommendations of the Soils Engineer in areas designated as suitable for rock disposal.
In clay soil large chunks or blocks are common; if in excess of six (6) inches minimum dimension
then they are considered as oversized. Sheepsfoot compactors or other suitable methods should be
used to break the up blocks.
The Contractor should be required to obtain a minimum relative compaction of90 percent out to the
finished slope face of fill slopes. This may be achieved by either overbuilding the slope and cutting
back to the compacted core, or by direct compaction of the slope face with suitable equipment.
lffill slopes are built "at grade" using direct compaction methods then the slope construction should
be performed so that a constant gradient is maintained throughout construction. Soil should not be
"spilled" over the slope face nor should slopes be "pushed out" to obtain grades. Compaction
equipment should compact each lift along the immediate top of slope. Slopes should be back rolled
approximately every 4 feet vertically as the slope is built. Density tests should be taken periodically
during grading on the flat surface of the fill three to five feet horizontally from the face of the slope.
In addition, if a method other than over building and cuning back to the compacted core is to be
employed, slope compaction testing during construction should include testing the outer six inches
to three feet in the slope face to determine if the required compaction is being achieved. Finish
grade testing of the slope should be perfonned after constrnction is complete. Each day the
Contractor should receive a copy of the "Daily Field Report" which would indicate the results of
field density tests that day or as verball y communicated to the contractor.
Fill over cut slopes should be constructed in the following manner:
l. All surficial soils and weathered rock materials should be removed at the cut-fill interface.
2. A key at least 1 equipment width wide (see report) and tipped at least 1 foot into slope should
be excavated into competent materials and observed by the Soils Engineer or his representative.
3. The cut portion of the slope should be constructed prior to fill placement lo evaluate if
stabilization is necessary, the contractor should be responsible for any additional earthwork
created by placing fill prior to cut excavation.
• Transition lots (cut and fill) and lots above stabilization fills should be capped with a four foot thick
compacted fill blanket (or as indicated in the report).
• Cut pads should be observed by the Geologist to evaluate the need for overexcavation and
replacement with fill. Thi s may be necessary to reduce water infiltration into highly fractured
bedrock or other permeable zones, and/or due to differing expansive potential of materials beneath
a structure. The overexcavation should be at least three feet. Deeper overexcavation may be
recommended in some cases.
• Exploratory backhoe or dozer trenches still remaining after site removal should be excavated and
filled with compacted fill if they can be located.
5. Subdrai11age
• During grading, the Geologist and Soi Is Engi neer should evaluate the necessity of placing additional
drains. Actual locations will be evaluated in the field. Depending on the soil and geologic
conditions, additional subdrains may be necessary upon the discretion of the Geologist and Soils
Engineer and per the local requirements.
All subdrainage systems should be observed by the Geologist and Soils Engineer during construction
and prior to covering with compacted fill.
Consideration should be given to having subdrains located by the project surveyors. Outlets should
be located and protected.
• The final grading plans should denote the locations of the subdrains. It is the contractor's
responsibility that the subdrains are installed properly and perform as expected.
•
6. Utility Trench Backfill
Utility trench backfill should be placed lo the following standards:
• Ninety percent of the laboratory standard if native material is used as backfill.
• As an alternative, clean sand may be utilized and flooded into place. No specific relative compaction
would be required: however, observation. probing, and if deemed necessary, testing may be required.
• Exterior trenches, paralleling a footing and extending below a I: I plane projected from the outside
bottom edge of the footing, should be compacted to 90 percent of the laboratory standard. Sand
backfill, unless it is similar to the inplacc fill, should not be allowed in these trench-backfill areas.
• Density testing along with probing should be accomplished to verify the desired results.
7. Gmdillg Ob.'iervation and Tes-ting
• Observation of the fill placement should be provided by the Soils Engineer during the progress of
grading.
• ln general, density tests would be made at intervals not exceeding two feet of fill height or every
1,000 cubic yards offill placed. This criteria will vary depending on soil conditions and the size of
the fill. In any event, an adequate number of field density tests should be made to evaluate if the
required compaction and moisture content is generally being obtained.
Density tests may be made on the surface material to receive fill, as required by the Soils Engineer.
All field testing should conform to the following ASTM Standards:
I. ASTM Dl 556, Density of Soil In-Place By the Sand-Cone Method
2. ASTM D6938, Density of Soil and Soil Aggregate ln-Place by Nuclear Methods (Shallow
Depth)
• All lab testing shall conform to the following ASTM Standards:
I. ASTM DI557, Moisture Density Relations of Soils and Soil-Aggregate Mixtures Using 10-
Pound Hammer and 18-Inch Drop
2. ASTM D4829, Expansion Index Test
Cleanouts, processed ground to receive fill, key excavations, subdrains and rock disposal should be
observed by the Soils Engineer prior to placing any fill. It will be the Contractor's responsibility to
notify the Soils Engineer when such areas are ready for observation.
• A Geologist should observe subdrain construction.
A Geologist should observe benching prior to and during placement of fill. All original existing
slopes that have a gradient greater than 5: I (Horizontal:Vertical), the slope should be properly
benched in accordance with the report.
• (city of
Carlsbad
This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City
prior to issuing a build ing permit. The City will not issue any building permit without a completed school fee form.
Project# & Name:
Permit#: CBR2022-1926 --------------------
Project Address: 2624 OBE LISCO PL, CARLSBAD CA 92009
Assessor's Parcel #: 2154602600 .::.___"--'-':_c.__;_----------------
P ro j e ct Applicant: MALEWI CZ KARA A REVOCABLE LIVING TRUST
(Owner Name) 06-09-09
Residential Square Feet:
New/Additions: --------------------
Second Dwelling Unit: 1,200 _:_ __________________ _
Commercial Square Feet:
New/Additions: --------------------
City Certification: City of Carlsbad Buildi ng Division Date: os/16/2022
Certification of Applicant/Owners. The person executing this declaration ("Owner")
certifies under penalty of perjury that (1) the information provided above is correct and true
to the best of the Owner's knowledge, and that the Owner will file an amended
certification of payment and pay the additional fee if Owner requests an increase in the
number of dwelling units or square footage after the building permit is issued or if the
initial determination of units or square footage is found to be incorrect, and that (2) the
Owner is the owner/developer of the above described project(s), or that the person
D Carlsbad Unified School District
6225 El Camino Real
Carlsbad CA 92009
Phone: (760) 331 -5000
D Encinitas Union School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024
Phone: (760) 944-4300 x1 166
D San Dieguito Union H.S. District
684 Requeza Dr.
Encinitas, CA 92024
Phone: (760) 753-6491 Ext 5514
(By Appl. Only)
[ZJ San Marcos Unified Sch. District
255 Pico Ave Ste. 100
San Marcos, CA 92069
Phone: (760) 290-2649
Contact: Katherine Marcelja
(By Appl.only)
D Vista Unified School District
1234 Arcadia Drive
Vista CA 92083
Phone: (760) 726-2170 x2222
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
THIS FORM INDI CATES THAT THE SCHOOL DISTRI CT REQUIREMENTS
FOR THE PROJECT HAVE BEEN OR WI LL BE SATISFIED.
The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or
owner has satisfied the obligation for school fadlities. This is to certify that the applicant listed on page 1 has
paid all amounts or completed other applicable school mitigation determined by the School District. The City may
issue building permits for this project. /_/} ~p -_/ C oc# s I CJ(]
Signature of Authorized School District Offici~~.,
Title: ,A0t t ee/ti Vl lC/0 t1 Date: fl/1<P:/@ d::
Name of School District: ::J (V\ USl) Phone: '7(oD ;)90 {)_ ((J<./f<i
COMMUNITY DEVELOPMENT -Building Division
1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f Ibuilding@carlsbadca.govIwww.carlsbadca.gov
AllG 1 9 20Z2
SEWER DISTRICT CERTIFICATION
l_ City of
Carlsbad
[ZJ Leucadia Wastewater District
1960 La Costa Ave.
D Vallecitos Water District
201 Vallecitos de Oro
Carlsbad, CA 92009
(760) 753-0155
San Marcos, CA 92069
(760) 744-0460
The following project has been submitted for building permits:
Plan Check #:
Property Owner:
Project Address:
Permit #: CBR2022-1926
MALEWICZ KARA A REVOCABLE LIVING TRUST 06-09-09
2624 OBELISCO PL CARLSBAD CA 92009 ------------------
Assessor's Parcel #: 2154602600
Project Description : 1,200 SF ABOVE G~DE DETAC~ED ADU Wf_ 175 SF PATIO COVER
City Certification: Date: August 16, 2022
Please indicate in the space below that the owner has entered into an agreement to have your
agency provide public sewer service to the premises, and/or if the existing service is adequate
for this project and all required conditions have been satisfied.
Permits will not be issued until this form is completed and returned to our office.
This space to be completed by District Personnel
I certify the district requirements for sewer service have been satisfied.
Approved by: ~~
Title: FIELD SERVICES SPECIALIST
COMMUNITY DEVELOPMENT -Building Division
1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760·602-8560 f I building@carlsbadca.gov I www.car1sbadca.gov
STORM WATER POLLUTION PREVENTION NOTES
1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE
AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION
OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN
IS EMINENT.
2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION
CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION
OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING
RAINFALL.
3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION
CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY
INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR
UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE.
4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE
AT THE END OF EACH WORKING DAY WHEN THE FIVE (5)
DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT
( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER
EACH RAINFALL.
5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM
AGGREGATE.
6. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER
PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST
BE INSTALLED AND MAINTAINED.
7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER
THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED
TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY
REGULATIONS.
OWNER'S CERTIFICAIB:
I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT
BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION
ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID
THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO
AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION
RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES,
COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP
THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES
UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED
BY JHE CITY OF CARLSBAD.
~ Malewre,~--
bWNER(S)/OWNER'S AGENT NAME (PRINT°
~~fsvoWN~~NT ~lffiE {SIGNATURE)
E-29
o/,., /,,? ~
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP C.8R dcJa.-191b
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials
BMPs Control BMPs Management BMPs Pollution Control BMPs
C: -C: C: 0 -0 0 :.:; C: C: -0 :.:; :.:; o> 0 Q) -0 Q) -0 rn C: 0 0 C: C: o> E C: E C: -0 -:, :, 0 =a ·.:: a. 0 0 0 E Q) ... ... :.:; ... Q)
:::!; -o rn o> ... --C: :, >, o> C: Q) ... C: Q) c rn rn rn §! ·.:: ' 0-... 0 C: o> a. Q) ·.:: -c: rn C: ... w Q) 0 Best Management Practice* <Id C: 015 0 CD ·a. ... 0 Q) 0 ... <.!) Q) > C: :.:; :c rn 3: rn ~ Q) 0 C: (.) Q) -Q) 0 -C: E (.) ... rn -o rn i -0 ~ rn :::!; C: Q) C: (BMP) Description ➔ rn 0 Q) (/) ·5 rn o> Q) o> CD ·5 C: o> C: C: Cl :::, ~ -Q) ~ :5 ~ Q)
Q) -0 0 3: C: ... 0 -ow -0 >, o rn C: C: 0 ~E :.:; .... 0 C: Cl 0 CD en·-o> Cl·-Q)' ~ 0 (.) Q) 0 0 o> Q) Q)
X :::!; Cl o> Cl C: Q) a:: E 0 -N U, 0 en:;:; Q) ~.5 :§ ~ 0 a. ..__ 3: Q)
Q) 0 Q) E ~ ~ -:, LJ Eg = 13 == 3: ... ·-::c ·;;:: a.. 0 o> Q) LL. C: 0 0 C: ... 0 ~ ... --0 ..c: C: 0 ... Q) :, -0 ·--o Q)-0 Q) ... Q) ---0 0 0 0 -·-a. =a Q) > Q) 0 .._..., LJ ... LJ 0 ...,o ·s; ~ ·-0 -0 ·-C: ... 0 -Q) 0 C: 0 0 0 o> -..c: Q) -a 0 = C: Q) i 0 ... 0 Q) ..c: LJ ... ~o 0 -... .B 0 0 0 0 _Q. 0 ~u o..., 0 -a. 0 ~~ <.!) WO 1n vi en (.) i..: <.!) en> (/) en a.. in C: en a:: 3:0: a..o a.. :::!; en :::!; en enu
CASQA Designation ➔ ,-.. co 0) ..-v I.() ,-.. co 0 N I"") ,-.. co ..-N I"") v I.()
' ' ,,, CD ..-..-I I I I I I I I I I I I I I I I I I I I I (.) (.) (.) (.) w w w w w w w w g: g: (/) (/) (/) en :::!; :::!; i i i Construction Activity w w w w en en en en en (/) en en z z z z 3: 3:
If... Grading/Soil Disturbance l'-L -x 'X 'l V 'I. ">< ~ Trenchina/Excavation I"-,,.(' 'I...L "' )(
...J.. Stockoilina ""-L._' -X. 71\ 7'. ~ k. Drillina /BorinQ ><" "'I.. 'I.. 'A. x_ '
Concrete/ Asohalt Sawcutting
r,<. Concrete Flatwork Y.. )( X ':L )( X
PavinQ
I',( Conduit/Pipe Installation .A /' V )( IV
Stucco/Mortar Work
'f.. Waste Disposal 1-... /', ''f--.._
StaainQ/Lay Down Area
X Eauioment Maintenance and Fuelina 'I-. \e,L
Hazardous Substance Use/Storaae
DewaterinQ
~ Site Access Across Dirt
Other (list): X * X y'
Instructions:
1. Check the box to the left of all applicable construction activity (first column) expected to occur during construction.
2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column.
3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project.
Q) -rn
0 3:....,
C: rn Q) :, E 0 Q)
-0 o>
so N C: 0 0 :::c :::!;
CD
I i
l\
I
·y._._
PROJECT INFORMATION .~
1
Site Address:CX~;d L-\ Obf.:?.l lSCD ·f--J1.1ce ' •
Assessor's P~rcel Number: a l..'J -Y b o ·~ J b 00
Emergency Contact: \-y'\ \ , .
Namw Ka '<''a \ \ \ 0... e u...·, (__ :z_
24 Hour Phone: y \ r; b 99 JJ as-
Construction Threat to Storm Water Quality
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Page 1 of 1 REV 11 /17
Ccityof
Carlsbad
BOUNDARY
City of e§Rs'f5l~TION
Development Services
REcor:<L
BUILDING DIVISION
Building Division
1635 Faraday Avenue
760~-n19
www.carls~Mfca;,lov
This form shall be completed to certify the setback from inside face of foundation form to property line for ALL NEW
CONSTRUCTION PROPOSED AT 5' OR CLOSER THAN 5' TO AN ADJACENT PROPERTY LINE. NOTE: Property owner or
project applicant/developer may not certify building setback.
Permit#: CBR2022-1926 Assessor's Parcel Number: _2_15'--4_6_0_-2_6.::;t,o,c_ _______ _
Site Address: 2626 Obelisco Place, Carlsbad CA 92009
I, ~iJE:. t:);. RZo,-.J , hereby certify under penalty of perjury that I am familiar with the
rough grade elevations and building location requirements shown on the approved plans associated with the
permits named above, that I have surveyed the site including rough grade elevations and building foundation
location, and that the building foundation location and rough grade elevations are in substantial compliance with the
plans approved by the City of Carlsbad in conjunction with the issuance of the above named permits.
Elevation on plans~Pad) _ _,5'--'-5_,~' ___ Elevation Measured: __ '5~~-1'--'-'-'o'-Z..=----
'S 'S"i · '>'0 • ~'S' ~ . SL
Bench-Mark:_J_'i'-'D"'----'C1...P'21..14LJ0"'-''s.<.•44-_,eoe...,,<-C.. to'2.. Et..< /1. 71 JJ&vc. '2-"l
Building distances to property lines as per approved building plans:
Front: jlll['M#:: Rear: I '1 ' Side: l,O ' Side: /J (lk
Building distances to property lines as measured at the site:
Front: N/¥ Rear: 1,. o"l Side: lO .o 3 Side:_---"l/'-1-/.-"!I),,'--
Seal of Registration (above)
Signature: -----.,L-~~__.:.«-____ _ Phone No.: /VD -Z.o1 7IIZ.,</ Date: 1/z..v J·u:,z.,"'l
Registere ivil Engineer, Structural
Engineer or Licensed Land Surveyor
Building Division Acknowledgement: _______________ Date: __________ _
BUILDING INSPECTOR
B-61 Page lofl Rev. 04/2022