HomeMy WebLinkAbout2158 TWAIN AVE; ; CBR2024-0501; PermitBuilding Permit Finaled
Print Date: 07/07/2025
Job Address:
Permit Type:
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
2158 TWAIN AVE,
BLDG-Residential
2081802400
$65,479.04
Residential Permit
CARLSBAD, CA 92008-4617
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check #:
Alteration
Permit No:
Status:
(city of
Carlsbad
CBR2024-0501
Closed -Finaled
Applied: 02/28/2024
Issued: 06/12/2024
Finaled Close Out: 07/07/2025
Final Inspection: 06/16/2025
INSPECTOR: Renfro, Chris
Description: MCCULLOCH: FIRST FLOOR 1,136 SF INTERIOR REMODEL; NEW EXTERIOR WINDOWS AT KITCHEN
Applicant:
OFFSET DESIGN
FLAVIA GOMES
3509 DEL REY ST, # UNIT 213
SAN DIEGO, CA 92109-5755
FEE
BUILDING PLAN CHECK
REMODEL-RESIDENTIAL-OTHER
Property Owner:
MCCULLOCH ANDREW AND MELISSA LIFE
TRUST 03-31-22
2158 TWAIN AVE
CARLSBAD, CA 92008-4617
SB1473 -GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION -RESIDENTIAL (SMIP)
Total Fees: $1,329.93 Total Payments To Date: $1,329.93 Balance Due:
AMOUNT
$519.38
$799.04
$3.00
$8.51
$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 t he 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 t o 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
Cbtyof
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APP LI CATION
B-1
Plan Check CBR2024-0501
Est. Value
PC Deposit
Date
JobAddress2158 TWAIN AVE., CARLSBAD, CA 92008unit: APN:208-180-24-00 ·------
CT /Project #:, _________________ Lot #:TR14340 Year Built: _2_0_0_4 ______ _
BRIEF DESCRIPTION OF WORK:PARTIALL Y INTERIOR REMODEL OF FIRST FLOOR OF EXISTING HOl.J
AREA TO BE REMOLED 937 S.F
0 New SF : living SF, ____ Deck SF,. ___ Patio SF, ____ Garage SF __ _
Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N, if yes how many? ___ _
~ Remodel:937 SF of affected area Is the area a conversion or change of use? 0 YE) N
□ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _
□Solar: ___ KW, ___ Modules, Mounted:0RoofQGround, Tilt: 0Y0N, RMA:OY ON,
Battery:OYO N, Panel Upgrade: Ov ON Electric Meter number: ------------
Other:
APPLICANT (PRIMARY CONTACT)
Name:Flavia Gomes -Offset Design
Address:3509 DEL REY ST Unit 213
City:SAN DIEGO state:CA Zip:92109
Phone:858344 7702
Emau:FLA VIA@OFFSETDESIGNDRAFT .COM
DESIGN PROFESSIONAL
Name:Flavia Gomes -Offset Design
Address:3509 DEL REY ST Unit 213
City:San Diego State:CA Zip:92109
Phone:858344 7702
Email:FLAVIA@OFFSETDESIGNDRAFT.COM
PROPERTY OWNER
Name:ANDREW & MELISSA MCCULOCH
Address:2158 TW Al N AVE.,
City:CARLSBAD State:CA Zip:92008
Phone: __________________ _
Email: __________________ _
CONTRACTOR OF RECORD
Business Name:. ______________ _
Address:, ________________ _
City:, ______ State:, ____ Zip:. _____ _
Phone:. ________________ _
Email: _________________ _
Architect State License: __________ _ CSLB License #: ______ Class:, ______ _
Carlsbad Business License# (Required): ______ _
APPLICANT CERT/FICA TION: I certify that I hove read the application and state that the above information is correct and that the information of the plans is accurate. I
agree to comply with all City ordinances and State laws relating ta building construction.
NAME (PRINT}: _F_la_vi_a_G_o_m_e_s_____ SIGN,:.,.: __ .,r.U¥v==~~~;:;.___,;;_....;....• DATE: 06/11/2024
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 J" / Email: Bullding@carlsbadca.gov
REV. 04122
THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: CBR2024-0501
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 herebyaff irm under penal tyof perjury that I am licensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in full force and ef feet. I alsoaffirm under penalty of perjury one of the
fol lowing 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. Policy No. __________________________________________ _
-OR-
DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name:------------------------•
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 casements. All proposed modifications and/or additions are dearly 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 or; lhe property, buildings, slruclures 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 contract tter of authorization on contractor letterhead.
-OR-
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from 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 t hat such improvements are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, t he 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 l aw).
-OR-
D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND.
D 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 Code, isavailableuponrequestwhen this application is
submitted orat the following Web site: http:I/www.leginfo.ca.gov/calaw.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): An rew ullocti SIGN: uJ.fv\.J l\\'~J-~ DATE: 6111 l2024
Note: If the erson si nin above Is an authorized a ent for the ro e owner include form B-62 si ned b ro ert owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Bulldlng@cartsbadca.gov
2
REV. 04/22
( City of
Carlsbad
OWNER-BUILDER
ACKNOWLEDGEMENT
FORM
B-61
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www .ca rlsbad ca .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 2158 Twain Ave, Carlsbad, CA 92008
The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form
to inform you of the responsibilities and the possi ble risks associated with typical construction activities issued
in your name as the 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 obligations related to the requested
permit activities.
I. AM I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner
-Builder" building permit that erroneously implies that the property owner is providing his or her own labor and
material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries
sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of
the limits of my insurance coverage for injuries to workers on my property.
II. AM 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. AM 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. AM 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. AM I understand if I employ or otherwise engage any persons, other than California licensed contractors, and
the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be
considered an "employer" under state and federal law.
REV. 08/20
Owner-Builder Acknowledgement Continued
VI. AM 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 disabilit y 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. AM 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. AM I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable
for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent
construction defects in the workmanship or materials.
IX. AM I understand I may obtain more information regarding my obligations as an "employer" from the Internal
Revenue Service, the United States Small Business Administration, the California Department of Benefit
Payments, and the California Division of Industrial Accidents. I also understand I may contact the California
Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information
about licensed contractors.
X. AM 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:
2158 Twain Ave., Carlsbad, CA 92008
XI. AM I agree that, as the party legally and financially responsible fort his proposed construction activity, I will abide
by all applicable laws and requirements that govern Owner-Builders as well as employers.
XII. AM I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the
information I have provided on this form.
Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who
does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court.
It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm
is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner-
Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are
properly licensed and the status of their workers' compensation coverage.
Before a building permit can be issued, this form must be completed, signed by the property owner and returned
to the City of Carlsbad Building Division.
I declare under penalty af perjury that I have read and understand all of the information provided on this form and that my responses, including my
authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I 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.
Andrew McCulloch 06/11/2•
Property Owner Name (PRINT) Property Owner Signature Date
2 REV. 08/20
Building Permit Inspection History Finaled
{cityof
Carlsbad
'
PERMIT INSPECTION HISTORY for (CBR2024-0501)
Permit Type: BLDG-Residential Application Date: 02/28/2024 Owner: TRUST MCCULLOCH ANDREW AND
MELISSA LIFE TRUST 03-31-22
Work Class: Alteration Issue Date: 06/12/2024 Subdivision: CARLSBAD TCT#97-16A KELLY
RANCH CORE
Status: Closed -Finaled Expiration Date: 04/21 /2025 Address: 2158 TWAIN AVE
IVR Number: 55004 CARLSBAD, CA 92008-4617
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Relnspection Inspection
Date Start Date Status
08/07/2024 08/07/2024 BLDG-11 257082-2024 Passed Chris Renfro Complete
Foundatlon/Ftg/Plers
(Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
10/23/2024 10/23/2024 BLDG-84 Rough 265390-2024 Passed Chris Renfro Complete
Combo(14,24,34,44)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-14 Yes
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout Yes
BLDG-34 Rough Electrical Yes
BLDG-44 Yes
Rough-Ducts-Dampers
06/16/2025 06/16/2025 BLDG-Final Inspection 287802-2025 Passed Chris Renfro Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-Plumbing Final Yes
BLDG-Mechanical Final Yes
BLDG-Structural Final Yes
BLDG-Electrical Final Yes
Monday, July 7, 2025 Page 1 of 1
True North
COMPLIANCE SERVICES
May 21, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
City of Carlsbad -FINAL REVIEW
City Penn it No: CBR2024-050 I
True North No.: 24-0 I 8-I 84
Carlsbad, CA 92008
Plan Review: Residential Interior Remodel
Address: 2158 Twain Ave
Applicant Name: Flavia Gomes
Applicant Email: flavia@offsetsigndraft.com
OCCUPANCY AND BUILDING SUMMARY:
Occupancy Groups: Type V-8 (Revise to R-3/U)
Occupant Load: N/ A
Type of Construction: 58 (Revise to Type V-8)
Sprinklers: No
Stories: Two
Area of Work (sq. ft.): ??? (Provide this information) sq. ft.
The plans have been reviewed for coordination with the permit appli cation.
Valuation: Confirmed
Scope of Work: Confinned
Floor Area: Confirmed
Attn: Building & Safety Department,
True North Compliance Services, Inc. has completed the final review of the following documents for the project
referenced above on behalf of the City of Carlsbad:
I.
2.
Drawings: One (I) copy dated May 7, 2024, by Offset Design+ Drafting.
Structural Calculations: Electronic copy dated February 22, 2024, by LoveLace Engineering.
The 2022 California Building, Mechanical, Plumbing, and E lectrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020
NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California
Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review.
Please note that our review has been completed and we have no further comments
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, Son Diego, CA 92111
T / 562. 733.8030
We have enclosed the above noted documents bearing our review stamps fo r your use. Please call if you have any
questi ons or ifwe can be of further assistance.
Sincerely,
True North Compliance Services
Review By: Bashir Habboub -Plan Review Engineer
Transmittal Letter
April 14, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review: Residential Interior Remodel
Address: 21 58 Twain Ave, Carlsbad CA
Applicant Name: Flavia Gomes Applicant Email: flavia@offsetdesigndraft.com
True North
COMPLIANCE SERVICES
SECOND REVIEW
City Permit No: CBR2024-050 I
True North No.: 24-018-184
True North Compliance Services, Inc. has completed the review of the following documents for the project
referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list.
I. Drawings: Electronic copy dated April 2, 2024, by Offset Design & Drafting.
2. Structural Calculations: Electronic copy dated February 22, 2024, by Miles T. Lovelace, PE.
Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of
work on the permit application. See below for information if the scope of work on plans differs from the permit
application:
Valuation:
Scope of Work:
Floor Area:
Confirmed
Confirmed
Confirmed
Our comments follow on the attached list. Please call if you have any questions or if we can be of further
assistance.
Sincerely,
Tru e North Compliance Services
Review By: Bashir Habboub -Plan Review Engineer
Quality Review By: Alaa Atassi -Plan Review Engineer
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
Residential Interior Remodel
2158 Twain Ave
April 14, 2024
City of Carlsbad-SECOND REVIEW
City Permit No.: CBR2024-0501
True North No.: 24-018-184
Page2
Plan Review Comments
HARD COPY-RESUBMITTAL INSTRUCTIONS:
Please do not resubmit plans until all departments have completed their reviews. For status, please
contact building@carlsbadca.gov
Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans
for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be
submitted as follows:
Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City
of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city
will route the plans to True North, Planning and Land Development Engineering Departments (if
applicable) for continued review.
Note: Tf this project requires FIRE PREVENTION review, ensure that you follow their specific
instructions for resubmittal review. The city will not route plans back to Dennis Grubb &
Associates for continued Fire Prevention review.
GENERAL INFORMATION:
A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical
Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020
NEC, as amended by the State of California).
B. There may be other comments generated by the Building Division and/or other City departments that will
also require your attention and response. This attached list of comments, then, is only a portion of the plan
review. Contact the City for other items.
C. Respond in writing to each comment by marking the attached comment list or creating a response letter.
Indicate which details, specification, or calculation shows the required information. Your complete and
clear responses will expedite the re-check.
D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the
drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This
item will be verified prior to plan approval.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups:
Occupant Load:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
R-3/U
NIA
VB
No
Two
937 sq. ft.
Residential Interior Remodel
2158 Twain Ave
City of Carlsbad-SECOND REVIEW
City Permit No.: CBR2024-0501
True North No.: 24-018-184
Page 3
April 14, 2024
NON-STRUCTURAL COMMENTS:
T2. Kitchens require exhaust fans to comply with table 150.0-G. Show exhaust fan or a ducted range hood and
specify CFM rating on plans. Exhaust fan must be ducted to the exterior of the building.
PC2: Please revise the CFM rating to be per CEnC Table 150. 0-G. Since the building area exceeds 1500
sf, the minimum CFM rating shall be 110 CFM if electric range hood and 180 CFM if gas range hood.
11 O CFM if electric
180 CFM if gas
STRUCTURAL COMMENTS:
S3. Some exterior walls are altered. Please provide calculations for lateral load resisting system (shear walls)
or confirm that the existing shear walls are adequate.
PC2: Structural calculation indicates the redundancy factor, r, is l. 0. Provide explanation or calculation
to justify use of 1.0 instead ofl.3. ASCE 7-16 Section 12.3.4.
PC2: Please specify holddowns at other ends of shear walls on sheets S2, S3.
PC2: Revise the wind calculations to utilize the 2021 /BC instead of 2018.
~ eNGINEE.Rl"O CLIENT : OFFSET DESIGN STU
.. n .. •,n ,,.., ... ,.,,., u•,.•c.•i JOB NO.: J
1nd Ana sis for Low-rise Bulldln , Based
INPUT DATA
Exposu,e catego,y (B, c or o. ASCe Me :ze.7.3)
lmportancefactor(ASCE7-18Talll~ i.,.
Bask: wind speed (ASCE 7-18 29 5, 20181 ) V •
Topographlcfactor(,',SCE7-1829.8& .8-1) K,. •
If you have any questions regarding the above comments, please contact Bashir Habboub via email
bashirh@tncservices.com or telephone (562) 733-8030.
lEND]
Transmittal Letter
March 6, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review: Residential Interior Remodel
Address: 2158 Twain Ave, Carlsbad CA
Applicant Name: Flavia Gomes Applicant Email: flavi a@offsetdesigndraft.com
True North
COMPLIANCE SERVICES
FIRST REVIEW
City Permit No: CBR2024-050 l
True North No.: 24-018-184
True North Compliance Services, Inc. has completed the review of the following documents for the project
referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list.
1. Drawings: Electronic copy dated February 27, 2024, by Offset Design & Drafting.
2. Structural Calculations: Electronic copy dated February 22, 2024, by Miles T. Lovelace, PE.
Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of
work on the permit application. See below for information if the scope of work on plans differs from the permit
application:
Valuation:
Scope of Work:
Floor Area:
Confirmed
Confirmed
Confirmed
Ou_r comments follow on the attached list. Please call if you have any questions or if we can be of further
assistance.
Sincerely,
True North Compliance Services
Review By: Bashir Habboub -Plan Review Engineer
Quality Review By: Alaa Atassi -Plan Review Engineer
True North Compliance Services1 Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
Residential Interior Remodel
2158 Twain Ave
March 6, 2024
Plan Review Comments
HARD COPY -RESUBMITTAL INSTRUCTIONS:
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2024-0501
True North No.: 24-018-1 84
Page2
Please do not resubmit plans until all departments have completed their reviews. For status, please
contact building@carlsbadca.gov
Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans
for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be
submitted as follows:
Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City
of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city
will route the plans to True North, Planning and Land Development Engineering Departments (if
applicable) for continued review.
Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific
instructions for resubmittal review. The city will not route plans back to Dennis Grubb &
Associates for continued Fire Prevention review.
GENERAL INFORMATION:
A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical
Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020
NEC, as amended by the State of California).
B. There may be other comments generated by the Building Division and/or other City departments that will
also require your attention and response. This attached list of comments, then, is only a portion of the plan
review. Contact the City for other items.
C. Respond in writing to each comment by marking the attached comment list or creating a response letter.
Indi cate which details, specification, or calculation shows the required information. Your complete and
clear responses will expedite the re-check.
D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the
drawings and on the coversheets of specifications and calculations per CBPC 5536. l and CBPC 6735. This
item will be verified prior to plan approval.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups:
Occupant Load:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
Type V-B (Revise to R-3/U)
NIA
5B (Revise to Type V-B)
No
Two
??? (Provide this information) sq. ft.
ARCIDTECTURAL COMMENTS:
Al. Sheet TS.1:
Residential Interior Remodel
2158 Twain Ave
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2024-0501
True North No.: 24-018-184
Page3
March 6, 2024
a) Revise the occupancy group to R-3/U -Non-sprinklered instead of Type V-B -Non-sprinklered.
I~ R-3/U -Non Sprinklered !
b) Revise the type of construction to VB instead of SB.
TYPE OF CONSTRUCTION :
TOTAL SITE SO .FT. VB
c) Specify the total area of remodel under the scope of work.
d) Revise the sheet index as follows:
i) Sheets GB 1/GB2/GB3/SP/T 1/ A 7 .1/ A 7 .2 are not part of the plan set. Please remove the
sheets from the sheet index
ii) Please add the structural sheets (S 1 through SD2) to the sheet index.
A2. Sheet Al.3:
a) Detail 7-A-10.2 cannot be located for the one-hour wall between the garage and the kitchen. Pleas
ensure that ½" minimum gypsum board is applied on the garage side.
b) Ensure that the Door between the kitchen and the garage is 20-minute fire-rated and is equipped
self-closing and self-latching devices. CRC R302.5. l
• 11 1/4"
-7"
I.
c) Since a side hinged door is being replaced with a sliding door, please ensure that the existing door
at the foyer complies with the requirements of CRC R3 l l.2 as follows:
i) Door shall have a minimum clear width of 32" when measured between the face of the
door and the stop, with the door open at 90 degree. A 3 ft wide door provides 32" clear
width.
ii) Door shall have a minimum clear height of 78", measured from the top of the threshold to
the bottom of the stop.
d) Provide a landings at exterior door 01 in the direction of travel and not to be more than 7.75" below
the top of the threshold. CRC R3 l l .3 .2.
Residential Interior Remodel
2158 Twain Ave
March 6, 2024
1/2' r l
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2024-0501
True North No.: 24-018-184
Page4
e) Revise the plans to provide a clear passageway of not less than 3 feet between counter fronts and
appliances or counter fronts and walls in the kitchen. CBC 1208. l
il ;f~rij( y
f ~
l
::-Co:'"' ow I
,~==='-n -i---..,.
' 1'-.
I I --i-EJ
I '+-3tt
Till I
8' -111/4"
9'-7"
A3. Sheet El.I:
a) Provide a carbon monoxide alarm outside the movie room in the immediate vicinity. (CRC R315.3)
MOVIE ROOM
b) Add the following note: The smoke alarms and carbon monoxide alarms shall be interconnected
and hardwired per CRC R314.4, R314.5, R315.2.4 and R315.2.5.
Residential Interior Remodel
2158 Twain Ave
March 6, 2024
MECHANICAL COMMENTS:
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2024-0501
True North No.: 24-018-184
Page5
Ml. Add the following note: All exhaust ducts shall terminate at least 3 feet from any opening into the
building per CMC 502.2.
ELECTRICAL COMMENTS:
El. Sheet El. 1: Specify a minimum ofone receptacle outlet in the hallway. CEC 210.52
PLUMBING COMMENTS:
Pl. Note on plan the following water-conserving plumbing fixture: Kitchen faucet flush volume shall not
exceed 1.8 gallons per minute. CPC 407.2.1.1.
GREEN BUILDING COMMENTS:
G 1. Climate Action Plan requirements apply to all residential remodels equal to or exceeding $60,000 in
valuation. The City of Carlsbad requires that all projects that qualify for CAP compliance will require a
completed Climate Action Plan (CAP) Consistency Checklists ( city forms B-50) to be completed by the
APPLICANT.
https://www.carlsbadca.gov/home/showpublisheddocwnent/6878/638225 I 57825900000
a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad
ordinance:
b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project
valuation will determine which sections of the CAP are required.
c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new
residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled
on the B-50 checklist.
ENERGY COMPLIANCE COMMENTS:
Tl . Specify all proposed switches to be dimmer controlled. CEnergyC 150.0 (K)(2)(F)
T2. Kitchens require exhaust fans to comply with table 150.0-G. Show exhaust fan or a ducted range hood and
specify CFM rating on plans. Exhaust fan must be ducted to the exterior of the building.
STRUCTURAL COMMENTS:
S 1. Sheets S2 through S4: Please provide a title for each floor plan as per example below.
Residential Interior Remodel
2158 Twain Ave
March 6, 2024
' I
I
I
I ' J I I
I
I [l,L _________________ r
0FO<lndattonPlan
S2. Sheet S5:
1~~~~~~:.~1
--------------------, r-
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2024-0501
True North No.: 24-018-184
Page 6
a) Please revise the retrofit pad footing detail to be numbered l as per the plan section callout.
l HOTH-~ l
1
(GBITT:R IH?ER POST)
!!'~~;~~'!."!!'~l!!~-F-IT_P_A_o_F_o_o_T_I_N_G __ 0
b) Provide 8" minimum clearance from finished grade to bottom of sill plate or specify wood framing
members to be preservative-treated. CRC RJl 7.1 & CBC 2304.12.1.2
S3. Some exterior walls are altered. Please provide calculations for lateral load resisting system (shear walls)
or confirm that the existing shear walls are adequate.
If you have any questions regarding the above comments, please contact Bashir Habboub via email
bashirh@tncservices.com or telephone (562) 733-8030.
fEND]
0ffsGt
design + drafting
RESPONSE LETTER -RECORD ID: CRB2O24-05O1
Date: April 2nd, 2024
ATT: Bashir Habboub
GENERAL INFORMATION
A. NOTED
B. NOTED
C. NOTED
D. NOTED
OCCUPANCY & BUILDING SUMMARY
1. PLEASE SEE UPDATED SHEET -TS.1 UNDER PROJECT INFORMATION, AND SCOPE OF WORK
err\'
Offset Design Draft
3509 Del Rey Street Unit 213, San Diego -California -92109
0ffsGt
design + drafting
ARCHITECTURAL COMMENTS:
A1 SHEETTS.1
A. PLEASE SEE UPDATED SHEET -TS.1 UNDER PARCEL INFORMATION
B. PLEASE SEE UPDATED SHEET -TS.1 UNDER PARCEL INFORMATION
C. PLEASE SEE UPDATED SHEET -TS.1 UNDER SCOPE OF WORK
D. PLEASE SEE UPDATED SHEET -TS.1 UNDER SHEET INDEX
A2 SHEET A1 .3:
A. PLEASE SEE UPDATED SHEET -A?.1 DETAIL A?.1/1 AND SHEET A1 .3 FOR DETAIL IN PLANS
B. PLEASE SEE UPDATED SHEET A1.3 KEYNOTE #13 FOR COMPLIANCE
C. PLEASE SEE UPDATED SHEET A1 .3 KEYNOTE #14 FOR COMPLIANCE
D. PLEASE SEE UPDATED SHEET A1 .3 FOR LANDING DIMENSIONS
E. PLEASE SEE UPDATED SHEET A1.3 FOR KITCHEN PASSAGEWAY DIMENSIONS
A3 SHEET E1 .1:
A. PLEASE SEE UPDATED SHEET E1 .1 FOR CARBON MONOXIDE ALARM ON PLANS
B. PLEASE SEE UPDATED SHEET E1.1 UNDER RESIDENTIAL ENERGY REQUIREMENTS #G
MECHANICAL COMMENTS:
M1 . PLEASE SEE UPDATED SHEET E1 .1 UNDER RESIDENTIAL VENTILATION REQUIREMENTS -NOTE #5
ELECTRICAL COMMENTS:
E1 . PLEASE SEE UPDATED SHEET E1 .1 FOR HALLWAY RECEPTACLE
PLUMBING COMMENTS:
P1. PLEASE SEE UPDATED SHEET E1 .1 FOR PLUMBING NOTES #1
Offset Design Draft
3509 Del Rey Street Unit 213, San Diego -California -92109
GREEN BUILDING COMMENTS:
G1. PLEASE SEE FORM W/ SUBMITTAL
ENERGY COMPLIANCE COMMENTS:
0ffsGt
design + drafting
T1. PLEASE SEE UPDATED SHEET E1 .1 FOR ALL PROPOSED SWITCHES TO BE DIMMER CONTROLED
T2. PLEASE SEE UPDATED SHEET E1 .1 FOR LEGEND AND EXAUST FAN IN PLANS
STRUCTURAL COMMENTS:
S1. PLEASE SEE STRUCTURAL RESPONSE LETTER
S2. PLEASE SEE STRUCTURAL RESPONSE LETTER
S3. PLEASE SEE STRUCTURAL RESPONSE LETTER
Offset Design Draft
3509 Del Rey Street Unit 213, San Diego -California -92109
,.
,,
MCCULLOCH RESIDENCE
STRUCTURAL CORRECTIONS
PROJECT# CBR2024-501
D CORRECTION # I
TITLES ADDED TO PAGES 52, 53, AND 54.
0 CORRECTION # 2
A) PAD FOOTING DETAIL NUMBER ADDED TO SHEET 55
B) 8" MIN. VERTICAL CLEARNACE CALLOUT ADDED TO DETAIL I. PRESSURE
TREATED MEMBER INFORMATION IS PROVIDED ON PAGE SI-WOOD NOTES
-NOTE 3
0 CORRECTION # 3
SHEAR REINFORCEMENT HAS BEEN ADDED TO LATERAL LINE I ON 22 AND
53. ONLY LATERAL LINE I HAS ALTERED EXTERIOR WALLS. LATERAL LINE A
THE OPENING SIZE IS NOT CHANGING.
DETAIL 5 55 ADDED FOR FOUNDATION PLAN.
DETAIL 6 55 ADDED FOR FLOOR FRAMING.
Digitally signed by Miles Lovelace
0ffsGt
design + drafting
RESPONSE LETTER -RECORD ID: CRB2O24-O5O1
Date: April 16th, 2024
ATT: Bashir Habboub
2nd REVIEW
GENERAL INFORMATION
A. NOTED
B. NOTED
C. NOTED
D. NOTED
OCCUPANCY & BUILDING SUMMARY
1. PLEASE SEE SHEET -TS.1 UNDER PROJECT INFORMATION, AND SCOPE OF WORK
Offset Design Draft
3509 Del Rey Street Unit 213, San Diego -California -92109
0tfsGt
design + drafting
NON-STRUCTURAL COMMENTS :
T2
A. PLEASE SEE UPDATED SHEET -E1 .1 UNDER LIGHTING & ELECTRICAL RCP
STRUCTURAL COMMENTS:
S3
1. PLEASE SEE STRUCTURAL RESPONSE LETTER
2. PLEASE SEE STRUCTURAL RESPONSE LETTER
3. PLEASE SEE STRUCTURAL RESPONSE LETTER
Offset Design Draft
3509 Del Rey Street Unit 213, San Diego -California -92109
MCCULLOCH RESIDENCE
STRUCTURAL CORRECTIONS
PROJECT# CBR2024-501
0 GORREG TION # S3
REDUNDANCY VALUE INCREASED TO 1.3. SHEAR HALLS INCREASED TO
NUMBER 3 DUE TO INCREASED LOAD, HOLD-DOHNS STILL OKAY. UPDATED
LATERAL PAGES PROVIDED.
Q GORREGTION # S3
HOLD-DOHNS ARE NOT NEEDED AT EITHER ENDS OF THE SHEAR HALLS AS
THE SHEAR HALLS ARE FORCE TRANSFER SHEAR HALLS USING 'CSl6'
STRAPS AT TOP AND BOTTOM OF THE OPENING PER DETAIL 20 SD2. THE
THO SHEAR HALLS A CT AS ONE SHEAR HALL ACROSS SMALL OPENINGS.
0 GORREG TION # S3
HIND CALCULATIONS REVISED TO UPDATED 2021 IBC.
Digitally signed by Miles Lovelace
~~LOVELACE
ENGINEERING
STRUCTURAL ENGINEERING SERVICES
STRUCTURAL CALCULATIONS
DATE:
PROJECT:
DESICiNER:
JOB:
FEBRUARY 22, 2024
MCCULLOCH RESIDENCE
2158 TWAIN AVENU E
SAN DIEGO, CA 92008
OFFSET DESIGN+ DRAFTING
35098 DEL REY, UNIT 273
SAN DIEGO, CA 92109
]24075
858.535.9lll I fax 858.535.1989 I www.1--·----· ·~-..u•,,
10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121
......
l:1te ~ LOVELACE
ENGi NEERING
JOB J24015 -MCCULLOCH RESIDENCE
SHEET NO. TC-I OF -------
CALCULATEDBY _______ C_.K_._ DATE _____ _
STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
pllone858.535.91 11 • fax858.535.1989 • www.lDvelaceeng.com SCALE __________________ _
TABLE OF CONTENTS
SUBJECT SHEET
DESIGN CRITERIA ...................................................................................................................................................... DC-I
DESIGN LOADS........................................................................................................................................................... DL-1
VERTICAL ANAL YSIS/DESl<SN .............................................................................................................................. V-1/1
LATERAL ANALYSIS/DESIGN .............................................................................................................................. .
FOUNDATIONS /RETAINING WALLS ................................................................................................................... F-1/2
STRUCTURAL NOTES/ SCHEDULES/ DETAILS (WHERE APPLICABLE) ............................................ .
TOTAL / II
LOVELACE
ENGINEERING
Joa J24015 -MGGULLOGH -RESIDENCE
SHEET NO. DG-1 OF ------
CALCULATEDBY _______ G_.K_._ DATE _____ _
STRUCTURAL ENGINEERING SERVICES CHECKEOBY _________ DATE _____ _
!0509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone 858.535.91 11 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _
DESIGN CRITERIA
60VERNING GODE, GBG 2022
GONGRETE: AGI 318-19
f'c.=2500 psi, NO SPEGIAL INSPECTION 'REQ'D. (U.N.O.)
MASONRY: TMS 402-16 I AGI 530-13
MEDIUM WEl6HT, ASTM G90, f'm= 1500 psi, SPEGIAL INSP. 'REQ'D
MORTAR: ASTM G210, f'c.=1800 psi, TYPES
6ROUT: ASTM G416, f'c.=2000 psi
REINFORGIN6 STEEL, ASTM A615, Fy= 40k.sl FOR # 4 AND SMALLER
ASTM A615, Fy= 60k.sl FOR# 5 AND LA-R6ER (U .N.O.)
STRUCTURAL STEEL, AISG 360-16, 15TH EDITION
ASTM A512, Fy= 50 k.sl (STEEL SHAPES) U.N.O.
ASTM A500, eRADE B, Fy= 46k.sl (STRUCTURAL TUBE)
ASTM A53, eRADE f?, Fy= 35k.si (STRUCTURAL PIPE)
ASTM A36, Fy= 36 k.sl (PLATES)
BOLTIN6: A301, SIN6LE PLATE SHEA'R GONN.
WELDIN6,
WOOD,
6LULAMS,
SOIL:
A325-N, A490-N Hl6H ST'REN6TH, SIN6LE PLATE SHEA'R GONN.
ElOXX SERIES-TYP., E90 SERIES FOR A615 BRADE 60 'REBA'R
SHOP WELDIN& TO BE DONE IN AN APPROVED FABRICATOR'S SHOP
FIELD WELDIN& TO HAVE CONTINUOUS SPEGIAL INSPECTION.
NDS-18
DOU6LAS FIR LA-RGH
24F-V4 FOR SIMPLE SPAN COND ITIONS
24F-V8 FOR CANTILEVER CONDITION
ALLOWABLE BEA-RIN6 PRESSURE
AG TIVE SOIL PRESSURE
-1500
AT-'REST SOIL PRESSURE (-RESTRAINED) = __ _
PASSIVE SOIL PRESSURE = __ _
LATERAL EA'RTHQUAKE PRESSURE =---
GOEFFIGIENT OF FRIG TION = ---
psf
pc.f
pc.f
pc.f
pc.f
~ EXISTIN6 NATURAL SOIL PER GBG TABLE 18062
SOILS-REPORT BY,
PROJEG T NUMBER:
DATED:
LOVELACE
ENGi NEERING
Joe -124015 -MCCULLOCH -RESIDENCE
SHEET NO. DL-1 OF ------
CALCULATEDBY _______ C_.K_._ DATE _____ _
STRUCTURAL ENGINEERING SERVICES CHECKEDBY _________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE _________________ _
DESIGN LOADS
-ROOF
DEAD LOAD:
-ROOFIN6 ( COMP, SHINGLES ) ............................. .
SHEATHIN6 ................................................ .
-RAFTERJCEILIN6 JOISTS OR TRUSSES ...................... .
INSULA TION ................................................ .
DRYWALL ................................................. .
OTHER (ELEC., MECH., MISC.) ............................... .
TOTAL DEAD LOAD :
LIVE LOA D : (ROOF USE PER IBC TA BLE 1601 .1)
TOTAL LOAD:
FLOOR
DEAD LOAD,
FLOOR I N6 ( CARPET 4 PAD ) ............................ .
DEX-0-TEX ............................................... .
SHEATHIN6 ................................................ .
JOISTS .................................................... .
DRYHALL / STUCCO ....................................... .
OTHER (ELEC., MECH., MISC.) .............................. .
TOT AL DEAD LOA D :
LIVE LOAD: (RESIDENTIAL USE PER IBG TABLE 1601.1)
TOTAL LOAD:
EXTERIOR HALL
STUDS ..................................................... .
DRYWALL ................................................. .
INSULA TION ................................................ .
EXTERIOR FINISH ( STUCCO ) .............................. .
OTHER (MISC.) ............................................ .
TOTAL LOAD,
INTERIOR WALL
STUDS ..................................................... .
DRYHALL ................................................. .
OTHER (MISC.)
TOTAL LOAD:
5.0p sf
1.5
3.5
1.5
2.5
1.0
15.0 psf
20.0p sf
35.0psf
5.0 psf
.0
2.0
3.5
2.5
2.0
15.0 psf
40.0psf
55.0psf
1.0psf
2.5
1.5
10.0
1.0
16.0 psf
1.0 psf
5.0
1.0
1.0psf
+ SOLA-R
3.0
18.0 psf
20.0 p sf
38.0psf
DECK/OTHER
2.5 p sf
2.5
2.0
3.5
10.0
4.5
25.0 psf
60.0psf
85.0psf
V -1
Joe J24015 -MCCULLOGH RESIDENCE I/"'~ LOVELACE
ENGINEERING SHEET NO. __________ Of ______ _
CALCULATEDBY _______ G_._K_._ DATE _____ _
STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _
10509 Vista Sorrento Parkway. Suite 102, San Diego, CA 92121
phone858.535.9111 • faxSSS.535.1989 • www.lovelaceeng.oom SCALE __________________ _
LEVEL: ---'-R-'-"O'---'Oc...cF ___ _
MEMBERS: -=B-=E"-A-'-'-M-'-"S=----!SEE GODE CHECK CALCULATIONS THAT FOLLOHI
MARK: REH SPAN= 12.5 FT. X GRID LINE: __ 0 FULL SPAN UNIFORM LOAD
H I D= ____ (=l5~=sf~)•~~-'--'-"'a=)-= xx D
1p1FJ L= (40 psf)*(4'/2)
W2 D= ___ _
= xx Lr
=
L
f
I 1 _1_ l D
(plF) L= ___ _ = Lr L
W3 D= ______________ _ = D
(plF) L= = Lr L
= Pl D= __ (,_15'----"'C...::s--'-'f )'-*..,_(1=5_,_'/=2=)(=3_,_'/=2"-)---=-@-'5:::....·=5_' __________ o Maximum 'Reac.tlon
(lbsJ L = __ (o.._4_0__,_p_s....:..f)_*(,_15_':....::/2c...:.)..:....:(3'-'c..:./2-=-) ________ = __ __.,,, L D Lr Lr
,-:~_>_D_L_:=_-~=--~=--=~--=~--=~..::-=-=--=--=--=--=--=--=----------___ J.c_'---=--===~: RRm~:I ;;~ I ~gl =
I USE, 4xl2 DF. NO. I OR ~ • •
MA'RK: RH-I SPAN= 1625 FT. eRID LINE:
HI D=------'-'~=..!......_l_:_.:::.._=-----------=---(15 sf )*(16 '/2) D
-------"'--L---L 1p1FJ L= (40 sf )*(16 '/2) = Lr
W2 D= (18 sf)*(38'/2) = _______ D
(plF) L= L (20 sf)*(38'/2) = Lr,
W3D= -----===--=-'-'---'---'--'-='--------------D (25 psf )*(l'/2) =
(plF) L= ~----------=-,'--L (60 psf)*(l'/2) = Lr
0 FULL SPAN UNIFORM LOAD
t
W4 D= ___ o Maximum Reac.tlons (lbs) (16 sf)*(8') =
(PLF L= ____________________ ..!-'__J_ __ L D Lr L = Lr
= P2 D= -----o '-R,= 5810 3080 4300
(lbs) L= -L -Rr= --1.c, 5810 3080 4300
I U_S_E_: ------------------~, -Rm= H l8x40 STEEL HEADER OR
MARK: 0 FULL SPAN UNIFORM LOAD RH-2 SPAN= 3 FT. GRID LINE:
(15 psf)*(4'/2) H I D =------'-'~=..!........1--'--'-~-----------=---D
(plF) L= L (40 sf)*(4'/2) = Lr
W2D= D (18 psf)*(4'/2) =
(20 sf)*(4'/2) = Lr ,__ __ L
=
(plF) L =
W3D= ------'-'--"-1~~-=-'--------------(16 sf)*(l8') D
(p IF) L= ------------=-'----L = Lr
t t
= Pl D= ______ 0 Maximum 'Reac.tlons (lbs)
(lbs) L = ~--L D Lr L
f :_u~-!-,:---------------------~"r ~~ ;: I :~ f = __ Lr
=
6x6 DF #I OR
Project Title:
Engineer:
Project ID:
Project Descr:
MCCULLOCH RESIDENCE
CK
J24075
V-2
Wood Beam Project File: J24075 -VERTICAL.ec6
UC#: KW-06013959, Build:20.23.2.14
DESCRIPTION: RB-1
Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2022
CODE REFERENCES
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination : ASCE 7-16
Wood Species
Wood Grade
Beam Bracing
Douglas Fir-Larch
No.1
Completely Unbraced
0(0.2) L(0.5)
Fb+
Fb -
Fc-Prll
Fe-Perp
Fv
Ft
D 0.03 L 0.08
4x12
Span = 12.50 ft
1,000.0 psi
1,000.0 psi
1,500.0 psi
625.0 psi
180.0 psi
675.0 psi
E : Modulus of Elasticity
Ebend-xx 1,700.0 ksi
Eminbend -xx 620.0ksi
Density 31.210pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width= 2.0 ft, (FLOOR)
Point Load : D = 0.20, L = 0.50 k @ 5.50 ft, (FLOOR)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.674 1 Maximum Shear Stress Ratio = 0.240: 1
Section used for this span 4x12 Section used for this span 4x12
fb: Actual = 720.60psi fv: Actual = 43.16 psi
F'b = 1,068.99psi F'v = 180.00 psi
Load Combination +D+L Load Combination +D+L
Location of maximum on span = 5.520ft Location of maximum on span = 0.000 ft
Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0.11 2 in Ratio= 1342 >=360 Span: 1 : L Only
Max Upward Transient Deflection O in Ratio= 0 <360 n/a
Max Downward Total Deflection 0.161 in Ratio = 928>=240 Span: 1 : +D+L
Max Upward Total Deflection 0 in Ratio= 0<240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination lvlax Slress Ral1os lvlomenl 'values Sfiear 'values
Segment Length Span# M V CD CM Ct CLx CE Cfu Ci C r M fb F'b V fv F'v
DOnly 0.0 0.00 0.0 0.0
Length = 12.50 ft 1 0.228 0.083 0.90 1.00 1.00 0.98 1.100 1.00 1.00 1.00 1.36 220.5 966.0 0.35 13.4 162.0
+D+L 1.00 1.00 0.98 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 12.50 ft 1 0.674 0.240 1.00 1.00 1.00 0.97 1.100 1.00 1.00 1.00 4.43 720.6 1,069.0 1.13 43.2 180.0
+D+0.750L 1.00 1.00 0.97 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 12. 50 ft 1 0.451 0.159 1.25 1.00 1.00 0.96 1.100 1.00 1.00 1.00 3.66 595.6 1,320.2 0.94 35.7 225.0
+0.600 1.00 1.00 0.96 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 12.50 ft 1 0.080 0.028 1.60 1.00 1.00 0.94 1.100 1.00 1.00 1.00 0.81 132.3 1,651.7 0.21 8.1 288.0
Wood Beam
UC#: KW-06013959, Build:20.23.2.14
DESCRIPTION: RB-1
Overall Maximum Deflections
Load Combination Span
+D+L
Vertical Reactions
Load Combination
Max Upward from all Load Cond1t1ons
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+L
+D+0.750L
+0.60D
LOnly
Project Title:
Engineer:
Project ID:
Project Descr:
Love ace Engineering, Inc.
MCCULLOCH RESIDENCE
CK
J24075
V-3
Project File: J24075 -VERTICAL.ec6
(c) ENERCALC IN 1983-2022
Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
0.1615 6.159 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
1.133 1.049
1.133 1.049
0.780 0.720
0.353 0.329
1.133 1.049
0.938 0.869
0.212 0.197
0.780 0.720
.... ~ Lovelace Engineering, Inc.
liii:::iil 10509 Vista Sorrento Pkwy, Ste. 102
San Diego, CA 92121
Project Title:
Engineer:
Project ID:
Project Descr:
MCCULLOCH RESIDENCE
CK
J24075
V-4
Steel Beam Project File: J24075 -VERTICAL.ec6
LIC#: KW-06013959, Build:20.23.2.14
DESCRIPTION: RH-1 STEEL
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Lovelace Engineering, Inc. (c) ENERCALC IN 1983-2022
Analysis Method Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Fy : Steel Yield :
E: Modulus :
50.0 ksi
29,000.0 ksi
.. 0 0.3~• Lrt0.380) -~------== •
0(0.120) L(0.320)
Of.0-1280)
0(0.08750) L(0.210)
W18x40
Span• 16.20 n
1
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 8.0 ft, (FLOOR)
Uniform Load : D = 0.0180, Lr= 0.020 ksf, Tributary Width= 19.0 ft, (ROOF)
Uniform Load : D = 0.0250, L = 0.060 ksf, Tributary Width= 3.50 ft, (DECK)
Uniform Load : D = 0.0160 ksf, Tributary W idth= 8.0 ft, (EXTERIOR WALL)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma : Applied
Mn / Omega : Allowable
Load Combination
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.477: 1
W18x40
45.927 k-ft
96.282 k-ft
+D+O. 750Lr+O. ?SOL
Span# 1
0.046 in Ratio=
0.000 in Ratio=
0.123 in Ratio=
0.000 in Ratio=
Maximum Forces & Stresses for Load Combinations
Load Combination l'ii'lax Slress Ral1os
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
4,181
0
1583
0
Location of maximum on span
Span # where maximum occurs
>=720.
<720.0 Span: 1 : L Only
>=720. Span: 1 : +D+0.750Lr+0.750L
<720.0
Summary of l'ii'lomenl llalues
Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm
DOnly
Dsgn. L = 16.20 ft 0.244 0.052 23.54 23.54 160.79 96.28 1.14 1.00
+D+L
Dsgn. L = 16.20 ft 0.425 0.090 40.92 40.92 160.79 96.28 1.14 1.00
+D+Lr
Dsgn. L = 16.20 ft 0.374 0.079 36.00 36.00 160.79 96.28 1.14 1.00
+O+O. 750Lr+O. ?SOL
Osgn. L = 16.20 ft 0.477 0.101 45.93 45.93 160.79 96.28 1.141.00
+D+0.750L
Dsgn. L = 16.20 ft 0.380 0.080 36.58 36.58 160.79 96.28 1.14 1.00
+0.600
Dsgn. L = 16.20 ft 0.147 0.031 14.12 14.12 160.79 96.28 1.14 1.00
Design OK
0.101 : 1
W18x40
11.340 k
112.770 k
+O+O. 750Lr+O. ?SOL
0.000 ft
Span# 1
Summary of Sliear llalues
Va Max VnxVnx/Omega
5.81 169.16 112.77
10.10 169.16 112.77
8.89 169.16 112.77
11.34 169.16 112.77
9.03 169.16 112.77
3.49 169.16 112.77
--""'11111 Lovelace Engineering, Inc.
:::.:... 10509 Vista Sorrento Pkwy, Ste. 102
San Diego, CA 92121
Steel Beam
Project Title:
Engineer:
Project ID:
Project Descr:
MCCULLOCH RESIDENCE
CK
J24075
V-5
Project File: J24075 -VERTICAL.ec6 l
UC#: KW-06013959, Build:20.23.2.14
DESCRIPTION: RH-1 STEEL
Lovelace Engineering, Inc. (c) ENERCALC INC 1983-2022
Overall Maximum Deflections
Load Combination
+D+0. 750Lr+0. 750L
Vertical Reactions
Load Combination
Span
Max Upward from all Load Cond1t1ons
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+Lr
+D+0.750Lr+0.750L
+D+0.750L
+0.600
Lr Only
L Only
Max. "-" Dell Location in Span Load Combination
0.1228 8.146
Support notation : Far left is#·
Support 1 Support 2
11.340 11 .340
11 .340 11.340
5.812 5.812
5.812 5.812
10.105 10.105
8.890 8.890
11.340 11.340
9.032 9.032
3.487 3.487
3.078 3.078
4.293 4.293
Max. "+" Dell Location in Span
0.0000
Values in KIPS
0.000
-~ Lovelace Engineering, Inc.
Project Title:
Engineer:
MCCULLOCH RESIDENCE
CK V-6
,..... ~ 10509 Vista Sorrento Pkwy, Ste. 102
San Diego, CA 92121
Wood Beam
UC#: KW-06013959, Build:20.23.2.14
DESCRIPTION: RH-2
CODE REFERENCES
Calculations per NOS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination : ASCE 7-16
Wood Species
Wood Grade
Beam Bracing
Douglas Fir-Larch
No.2
Completely Unbraced
Project ID: J24075
Project Descr:
Lovelace Engineering, Inc.
""'
Fb +
Fb -
Fc-Pr11
Fe • Perp
Fv
Ft
Span• 3.0ft
900.0psi
900.0psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
Project File: J24075 • VERTICAL.ec6
(c) ENERCALC INC 1983-2022
E : Modulus of Elasticity
Ebend-xx 1,600.0ksi
Eminbend -xx 580.0ksi
Density 31.210pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 2.0 ft, (FLOOR)
Uniform Load : D = 0.0180, L = 0.020 ksf, Tributary Width= 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Tributary Width= 18.0 ft, (EXTERIOR WALL)
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.26Q 1 Maximum Shear Stress Ratio
Section used for this span 6x6 Section used for this span
fb: Actual = 233.96psi fv: Actual
F'b = 900.00psi F'v
Load Combination +D+L Load Combination
Location of maximum on span = 1.500ft Location of maximum on span
Span # where maximum occurs = Span# 1 Span # where maximum occurs
Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 19967 >=360 Span: 1 : L Only
Max Upward Transient Deflection O in Ratio= 0<360 n/a
Max Downward Total Deflection 0.007 in Ratio = 4985 >=240 Span: 1 : +D+L
Max Upward Total Deflection 0 in Ratio = 0<240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length V CD CM Cl Clx CE Cfu Ci C r M
DOnly
Length = 3.0 ft 1 0.217 0.166 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.41 175.5
+D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00
Length = 3.0 ft 1 0.260 0.199 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.54 234.0
+D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00
Length = 3.0 ft 1 0.195 0.149 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.51 219.4
+0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00
Length = 3.0 ft 1 0.073 0.056 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.24 105.3
Design OK
= 0.199: 1
6x6
= 35.74 psi
= 180.00 psi
+D+L
= 0.000ft
= Span # 1
F'b V fv F'v
0.0 0.00 0.0 0.0
810.0 0.54 26.8 162.0
0.0 0.00 0.0 0.0
900.0 0.72 35.7 180.0
0.0 0.00 0.0 0.0
1,125.0 0.68 33.5 225.0
0.0 0.00 0.0 0.0
1,440.0 0.32 16.1 288.0
Wood Beam
LIC#: KW-06013959, Build:20.23.2.14
DESCRIPTION: RH-2
Overall Maximum Deflections
Load Combination Span
+D+L
Vertical Reactions
Load Combination
Max Upward from all Load Cond1t1ons
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+L
+D+0.750L
+0.60D
L Only
Project Title:
Engineer:
Project ID:
Project Descr:
Lovelace Engineering, Inc.
MCCULLOCH RESIDENCE
CK
J24075
V -7
Project File: J24075 -VERTICAL.ec6
(c) ENERCALC INC 1983-2022
Max. "-" Dell Location in Span Load Combination Max. "+" Dell Location in Span
0.0072 1.511 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
0.721 0.721
0.721 0.721
0.541 0.541
0.541 0.541
0.721 0.721
0.676 0.676
0.325 0.325
0.180 0.180
LOVELACE
ENGi NEERING
Jos J24015 -MCCULLOCH -RESIDENCE
SHEET NO. f-1 OF ------
CALCULATEDBY _______ C_.K_._ DATE _____ _
STRUCTURAL ENGINEERING SERVICES CHECKEDBY _________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego. CA 92121
phone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE _________________ _
FOUNDATION DESIGN
ALLOV'IABLE BEA-RING PRESSURE, q= 1500 PSF (PER DESIGN C-RITERIA)
CONTINUOUS PERIMETER 4 BEARING v-lALL FOOTINGS,
LOCATION: MAX CONTINUOUS FOOTING
H1= MAX LOAD = 1815 PLF
HIDTH-REQ'D= (H1/q x 12) = lt'>~,1'so_o_K_l.2 = 15 IN
I USE: 15 11 HIDE X 18 " DEEP HITH 2 # 4 TOP 4 BOTTOM I
LOCATION:
H1 = ------------------= PLF
IN HIDTH-R.EQ'D= (H1/q x 12) = ____ _ ----=
IUSE: "HIDE X II DEEP HITH TOP 4 BOTTOM I
LOCATION: --------
H,= ___ _ = PLF
HIDTH-R.EQ'D= (H1/q x 12) = __ _ ______ = ___ IN
I USE: "HIDE X "DEEP HITH TOP 4 BOTTOM I
ISOLATED SPREAD FOOTINGS, ( 2-STORY CONT. FTG. POINT LOADS)
MARK, i.E.::lL
P= CONT. FTG. CAPACITY (MIDWALL) -------
Areq'd = P/q X 144= 5621f5ao X 144
USE: IZI PER PAD FOOTING SCHEDULE
MA-RK,_(F-2)
= 5625 LBS
= 540 SQ IN
P= CONT. FTG. CAPACITY (ENDWALL) = 3281 LBS -~----
Areq'd = P/q x 144= 3.2e>Xsa, x 144
USE: IZI PER PAD FOOTING SCHEDULE
MA-RK, (F-3)
P= 18" x 18" x 18" DEEP PAD FTG. CAPACITY
A"""l'd = P/q x 144= 33•7f500~x~l44~-----
USE: IZI PER PAD FOOTING SCHEDULE
= 3 15 SQ IN ----
= 3315 LBS
= 324 SQ IN
H
15 "x36"=540in2
15"x21"=315in2
18"xl8"=324in2
.r:~ LOVELACE Joa J24O15 -MGGULLOGH RESIDENCE
ENGi NEERING SHEET NO. F-2 OF -------
GK CALCULATEDBY _________ DATE _____ _
STRUCTURAL ENGINEERING SERVICES
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
CHECKE0BY __________ DATE _____ _
phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _
FOUNDATION DESIGN
ALLOWABLE BEARING PRESSURE, q= 1500 PSF (PER DESIGN GRITERIN
ISOLA TED SPREAD FOOTIN6S,
MARK, (F-4)
P= 2 4" x 24" SQ. PAD FTG. GAPAGITY = 6000 LBS
Areq-d = P/q x 144= 600'¾soo x 144
USE, ~ PER PAD FOOTING SCHEDULE
MARK, _(F-5)
= 516 SQ IN 24"x24"=516in2
----
P= 30" x 30" SQ. PAD FTG. GAPAGITY = Gf315 LBS ---------
Ar oq' d = P/q x 144= <1311(5_o.ac...cx'-'-'-l44~---------= GfOO SQ IN 3O"x3O"=CfOOln2
USE, {fil PER PAD FOOTING SCHEDULE
MA'RK: (F-6)
P= 36" x 36" SQ. PAD FTG. GAPA GITY = 13500 LBS ---------
A roq 'd = P/q x 144= 1350'a'soo x 144 = 126 Cf SQ IN 36"x36"=12Cf61n2
USE, @J PER PAD FOOTING SCHEDULE
MARK, (F-1)
P= 42" x 42" SQ. PAD FTG. GAPAGITY = 18315 LBS ------------
Aroq'd = P/q x 144= 18315,:1'soo x 144 = 1164 SQ IN 42"x42"= 1164in2
USE: @J PER PAD FOOTING SCHEDULE
HA'RK, (F-8)
P= 48" x 48" SQ. PAD FTG. GAPAGITY =24OOOLBS ----------
Aroq'd = P/q x 144= .2400C,,,(5Q_X_l44 _________ =_2_3_O4 SQ IN 48"x48"=23O41n2
USE, [[) PER PAD FOOTING SCHEDULE
L-1
~ MCCULLOCH RESIDENCE CK LOVELACE OFFSET DESIGN STUDIO ENGINEERING 4/2/2024
Sf RUCTU RAL [N0 1N E.ERINC Sf RVtCES J24075 Page:
SEISMIC WEIGHT
Level 1 FLOOR Typical Plate Ht. (ft.) 8
Element Type Dead Load (psf) Area (sf) Weight
Diaphragm ROOF 18 700 12600
Diaphragm FLOOR 15 2100 31500
Diaphragm 0
Dead Load (psf) Length (ft.) Weight
Wall EXTERIOR 16 220 28160
Wall INTERIOR 7 150 8400
Wall 0
Dead Load (lbs.) Weight
Misc./ Concentrated 0
Total Weight (lbs.) 80660 Seismic Weight (lbs.) 62380
Level 2 ROOF
Element Type Dead Load (psf)
Diaphragm ROOF 18
Diaphragm
Diaphragm
Dead Load (psf)
Wall EXTERIOR 16
Wall INTERIOR 7
Wall
Dead Load (lbs.)
Misc./ Concentrated
Total 76420
CITY
Typical Plate Ht. (ft.)
Area (sf)
2250
Length (ft.)
215
150
Seismic Weight
CBR2024-0501
2158 TWAIN AVE
8
Weight
40500
0
0
Weight
27520
8400
0
Weight
0
76740
MCCULLOCH: FIRST FLOOR 1,136 SF INTERIOR
REMODEL; NEW EXTERIOR WINDOWS AT KITCHEN
2081802400
4/4/2024
CBR2024-0501
ASCE.
AMERICAN SOC HY Of CML ENGINl:ERS
Seismic
Site Soil Class:
Results:
Ss:
S1
Fa :
Fv :
SMs
D -Default (see Section 11.4.3)
0.987 So1 N/A
0.36 T L : 8
1.2 PGA: 0.431
N/A PGAM: 0.517
1.184 FPGA 1.2
SM1 N/A le : 1
Sos 0.79 Cv : 1.294
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Thu Feb 22 2024
Date Source: USGS Seismic Design Maps
https ://ascehazardtool. org/ Page2 of 3
L-2
Thu Feb 22 2024
.~ LOVELACE ~ FNC--INEl=RING
!>TRVCTUAAL (NGIN(.l AING ~(AVICC'S
Overall Ht.
24 e-
Tc. = C th;;
System
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
SEISMIC BASE SHEAR 11
Period Calculation
System Ct
All Other Systems 0.02
Ts = 0.589 s
Ta = 0.217 s
TL= 8 s
Base Shear
R Omega Cd
X
0.75
Wood Shear Walls 6.5 2.5 4.5 1.0
Level
2
1
Site Class: ~
SDS =~
SDl = 0.466
S1 = [ 0.360
V = Cslii'
Fx = C..,x V
ht. (ft.)
9
15
24 ft.
wx (lbs.)
76740
62380
Vertical Distribution
hx
24
15
Cs=
W=
V=
k
1
1
1
0.122
139.12 k
16.91 k
Total Base Shear
wx*hxAk Cvx
1841760 0.66310946
935700 0.33689054
2777460
CK
4/2/2024
Page:
per ASCE 7, Fig. 22-14
per ASCE 712.8.1.1
Fx
k
11.2 k
5.7 k
Ta= Cthnx
Ta= 0.217
fV = 1.940 FROM TABLES & LINEAR
SM1 = S1 * fV
.,. 5D1/ 's = SDs
SM1 = 0.698
T5 = 0.589 SD1 = (2/J)SM1
1.ST5 = 0.884051 SD1 = 0.466
:. Per exception 2 of ASCE 7 -16 section 11.4.8
Ta < 1.ST5 so C5 from equation 12.8 -2 can
be used and does not need to be factored.
INTERPOLATION
L -3
A SCE.
M'EHICAN SOC HY Of CIVl L"iGINlfllS
Address:
ASCE Hazards Report
Standard: ASCE/SEI 7-16
Risk Category: II
Latitude: 33.14181
Longitude: -1 17.298027
L-4
2158 Twain Ave
Carlsbad, California
92008 Soil Class: D -Default (see
Section 11.4.3)
Elevation: 325.216969560486 ft (NAVO
88)
Wind
Results:
Wind Speed
10-year MRI
25-year MRI
50-year MRI
100-year MRI
Data Source:
Date Accessed:
"'
y
. , .. ,,
.,
,.,, .. ,, ... ,,
,,, ..
" .. !!
•~ H. l
96 Vmph
66 Vmph
72 Vmph
77 Vmph
82 Vmph
A,... ...
·'"·
~t~' ,.
-· ,.\ ...
J
ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1-CC.2-4, and Section 26.5.2
Thu Feb 22 2024
1
}
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
https ://ascehazardtool. org/ Page 1 of 3 Thu Feb 22 2024
}
PROJECT : MCCULLOCH RESIDENCE
CLIENT : OFFSET DESIGN STUDIO
"•"' ruu t u c., .. u■,NC. u■v,cu JOB NO. '. J24075
Wind Analysis for Low-rise Building, Based on 2018 IBC/ASCE 7-16
INPUT DATA
Exposure category (B. e or o. ASCE 7-16 26.7.3)
Importance factor (ASeE 7-16 Table 1.5-2)
Basic wind speed (ASeE 7-16 26.5.1 or 2018 IBC)
Topographic factor (ASeE 7-16 26.6 & Table 26.8-1)
Building height to eave
Building height to ridge
Building length
Building width, including overhangs
Overhang sloped width
Effective area of components (or Solar Panel area)
DESIGN SUMMARY
Max horizontal force normal to building length. L, face
Max horizontal force normal to building length, B, face
Max total horizontal torsional load
Max total u ard force
ANALYSIS
Velocity pressure
qh = 0.00256 K, K., K0 K0 V2
C
I = w 1.00
V = 100
I<,, =
h = e 24
h = r 29.5
L = 75
B = 53
Oh= 0
A= 12
( 1.12
20.76 psf
DATE : 03/29/24
for all Category
mph, (160.93 kph)
Flat
ft, (7.32 m)
ft, (8.99 m)
ft, (22. 86 m)
ft, (16. 15 m)
ft, (0.00 m)
PAGE
DESIGN BY
REVIEW BY
B
ft2, <== Overhang? (Yes or No) No
m'J
CK
32.10 kips, (143 kN), SD level (LRFD leveQ, Typ.
22.68 kips, (101 kN)
285. 123 ft-kips, (387 kN-m)
63. 90 ki 284 kN
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
K, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1. pg 268)
Ko = wind directionalijy factor. (Tab. 26.6-1, for building, page 266)
0.95
0.85
26.75 ft
L-5
h = mean r..:.o.;..of""h""et"'· "-h"-t -------------~ K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory]
.__ ___ <..;.M;..;;I.;..;n-=L,'-=B), [Satisfactory)
(ASCE 7-16 26.2.1)
(ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G c p, )-(G cp1 )]
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 311 ). Pmin = 16 psf (ASCE 7-16 28.3.4)
G c., = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G c., = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1 B, 0.1 L, 0.4h). MIN(0.04B, 0.04L), 3] = 5.30 ft
Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases
Roof angle 8 = 11. 73 Roof angle 8 = 0.00 Roof an Jle 8 = 11.73
Surface Ge., Net Pressure with Ge., Net Pressure with
(+GC,,) (-GCp1) (+Ge.,) (-GC.,)
Surface Ge., Net Pressure with
(+GC.,) (-GC.,)
1 0.46 5.78 13.25 -0.45 -13.08 -5.60 1T 0.46 1.44 3.31
2 -0.69 -18.06 -10.59 -0.69 -18.06 -10.59 2T -0.69 -4.52 -2.65
3 -0.42 -12.44 -4.97 -0.37 -11.42 -3.94 3T -0.42 -3.11 -1.24
4 -0.35 -11.06 -3.59 -0.45 -13.08 -5.60 4T -0.35 -2.76 -0.90
5 0.40 4.57 12.04 Roof an ~le 8 = 0.00
6 -0.29 -9.76 -2.28
1E 0.70 10.69 18.17 -0.48 -13. 70 ~.23
Surface Ge., Net Pressure with
(+GC.,) (-GC,,)
2E -1.07 -25.95 -18.48 -1.07 -25.95 -18.48 ST 0.40 1.14 3.01
3E -0.60 -16.23 -8.75 -0.53 -14.74 -7.27 6T -0.29 -2.44 -0.57
4E -0.52 -14.62 -7.14 -0.48 -13.70 ~.23
SE 0.61 8.93 16.40
6E -0.43 -12.66 -5.19
Load Case A (Transverse) Load Case 8 (l ongitudinal) Load Case A (Transverse) Load Case 8 (Longitudinal)
Basic Load Cases Torsional Load Coses
L-6
Basic Load Case A Transverse Direction Basic Load Case B Longitudinal Direction)
Area Pressure !kl wlh Area Pressure /kl with Surface (fr) (+Ge0,) (-Ge•,) Surface
(ft') (+Gep,) (-Gep,)
1 1546 8.93 20.48 Povomang = -14.53 psf 2 1743 -31.48 -18.45
2 1743 -31.48 -18.45 (ASeE 7-16 28.3.3) 3 1743 -19.90 -6.87
3 1743 -21.68 -8.66 5 1158 5.29 13.94
4 1546 -17.09 -5.54 6 1158 -11.29 -2.64
1E 254 2.72 4.62 2E 287 -7.44 -5.30
2E 287 -7.44 -5.30 3E 287 -4.23 -2.08
3E 287 -4.66 -2.51 SE 260 2.32 4.27
4E 254 -3.72 -1.82 6E 260 -3.30 -1.35
E Horiz. 29.91 29.91 E Horiz. 22.20 22.20
Vert. -63.90 -34.20 Vert. -51.26 -21.94
Min.wnd Horiz. 32.10 32.10 Min. 'Mnd Horiz. 22.68 22.68
28.4.4 Vert. -63.60 -63.60 28.4.4 Vert. -63.60 -63.60
Torsional Load Case A (Transverse Direction I Torsional Load Case B ILonaltudlnal Dlrectlonl
Area Pressure /kl wlh Torsion lft·kl Area Pressure /kl with Torsion /ft-kl Surface (ti') (+Ge•,) (-Ge.,) (+Ge.,) (-Ge•,) Surface (ti') (+Gep,) (-Ge.,) (+Gep.) (-Ge•,)
1 646 3.73 8.55 60 138 2 1743 -31.48 -18.45 -17 -10
2 728 -13.15 -7. 71 -43 -25 3 1743 -19.90 -6.87 11 4
3 728 -9.06 -3.62 30 12 5 449 2.05 5.40 21 56
4 646 -7.14 -2.32 115 37 6 449 -4.38 -1.02 45 11
1E 254 2.72 4.62 88 149 2E 287 -7.44 -5.30 53 38
2E 287 -7.44 -5.30 -49 -35 3E 287 -4.23 -2.08 -30 -15
3E 287 -4.66 -2.51 30 16 SE 260 2.32 4.27 55 102
4E 254 -3.72 -1.82 120 59 6E 260 -3.30 -1.35 79 32
1T 900 1.30 2.98 -24 -56 ST 709 0.81 2.13 -10 -27
2T 1015 -4.58 -2.69 17 10 6T 709 -1.73 -0.40 -22 -5
3T 1015 -3.16 -1.26 -12 -5 Total Horiz. Torsional Load, M, 184.2 184.2
4T 900 -2.49 -0.81 -47 -15
Total Horiz. Torsional Load, M, 285 285
Design pressures for components and cladding rr----,' J<r-2!½;l! ~t1~J.! ~ p = qh[ (G c.> -(G c .. n I r---, I I I I I
I I ·-I I I I I I
where: p = pressure on component. (Eq. 30.3-1, pg 334) 2 I I I ! I I 2,1 -12, 2,I _ 12,
I I I I I~ I I & I
Prnn = 16.00 psf (ASeE 7-16 30.2.2) I I I I IN I INI I t...---'-+-3: I I I I G e. = external pressure coefficient.
Walls
1.L---;;-_,:' J; Jel-2n--lj; ~!"i-~.i"; ~ see table below. (ASeE 7-16 30.3.2)
0= 11. 73 0 Roof fh 7' Roof 8>7·
ElfecUve Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2r
Area (n') GC. -GC. GC, -Ge, Ge, -GC. GC -GC. GC. -GC, GC, -GC,
Comp. 12 0.52 -2.00 --0.52 -2.00 0.52 -2.89 0.52 -2.89
Elfectlve Zone3 Zone3e Zone Jr Zone4 Zone5
Area (112) GC. -GC. GC. -GC. GC. -GC. GC0 -GC. GC0 -GC0
12 --0.52 -2.89 0.52 I -3.46 0.99 -1.09 0.99 I -1.37
Zone 1 Zone 1' Zone 2 Zone 2e Zone 2n Zone 2,
Comp. & Cladding Poaltlv• Nefl•tlv• Poalllve N9gat#ve Poeltlv• N-,,.tlve p ...... N.,,Miv• _..,_ --· p ...... N.,,.tlv.
Pressure 16.00 -45.25 16.00 -45.25 16.00 -63.66 16.00 -63.66
( psf) Zone 3 Zone l e Zone 3r Zone4 Zone 5
Poaltlve Neaellt/e Po.ltlve N-aelN• Poeltlv• NH.,lv• Po.Hive Neafflve Po.Hin .... .,,.,. (The Max Pressure
16.00 -63.66 16.00 -75.51 24.21 -26.28 24.21 I -32.22 75.51 psf)
L-7
~ MCCULLOCH RESIDENCE CK
LOVELACE OFFSET DESIGN STUDIO 4/2/2024 ENGINEERING
Sl"RUCTVRAL [NGIN[.[AIHC, S[.1:-"/ICE!, J24075 Page:
LATERAL STORY FORCES
Seismic
Level Fx (lbs.) Diaphragm Area (sf) ASO Story Load (psf)
0 0.7
2 11212 2250 0.7 3.5
1 5696 2800 0.7 1.4
Wind
Direction N-S A-0
Force= 32.1 Pressure= 15.3 psf
Level Ht. length area Trib. Ht. ASD diaph. Load
0
Ridge/Parapet 10 75 750 5 0.6 plf
2 9 75 675 14.5 0.6 133 plf
1 9 75 675 9 0.6 83 plf
2100 sf
Direction E-W 1-4
Force= 22.68 Pressure= 15.3 psf
Level Ht. length area Trlb. Ht. ASO diaph. Load
Ridge/Parapet 10 53 530 5 0.6 plf
2 9 53 477 14.5 0.6 133 plf
1 9 53 477 9 0.6 83 plf
1484 sf
.~ LOVELACE ~ ENGINEERING
STRUCfUR AL E N C IN EEl"-IINC S ERVIC E S
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J240-75
Level Name
Level#
Lateral Line
ROOF
2
1
Direction
E-W
CK
4/2/2024
Page:
WOOD SHEARWALL ANALYSIS & DESIGN
Area
1
2
3
4
SEISMIC LOAD
SDS = 0.79
p = 1.0
Story Load
Sf
1000
3.5
factor
1.0
Total/2 = Seismic Load
psi
Load (lbs)
u•11
Load Type L None
Load (pit) 0
Length L (ft.) 20
Load L (lbs.) 0
1744 lbs. Total/2 = Wind Load
ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD
Line
Segment
H
H/L Ratio
Load Ratio
Load E
Adj. Load E
Load W
Adj. Load W
Unit Shear E
Unit Shear W
OTME
OTMW
Wall Weight
Wall UDL
Unit. DL
Concen. DL
CDL loc.
DL Moment
DLMom. E
DLMom. W
Net OT E
Net OTW
Uplift E
Add. Uplift E
UpliftW
Add. Uplift W
Tot. Uplift E
Tot. UpliftW
HD#
Load (lbs.) I Offset factor
Total Add. Load
Total Seismic Load =
1
Max Shear
16
I
I
I
0
Adjust. Load
0
1744 lbs.
SHEAR
PLf I USE#
OVERTURNING
UPLIFT
• -No HD required, by inspection
•• -See Perforated/ Force-Transfer Shearwall calculatiqn
Line Load (lbs.)
Total Wind Load =
1 Shear Wall
WIND LOAD
Load Type R
Load (pit)
Length R (ft.)
Load R (lbs.)
0 lbs.
Offset factor Adjust. Load
Total Add. Load 0
0 lbs.
None
0
0
0
Total Shear
Length (ft.)
0
lbs.
lbs.
lbs.
lbs.
pit
pit
Capacity= 260 pit
#-ft.
#-ft.
psi
plf
pit
lbs.
ft.
#-ft.
#-ft.
#-ft.
#-ft.
#-ft.
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
L-8
lvll.ttlo
CIC 2306.J
~~ LOVELACE ~ ENGINEERING
STRUCTURA L EN C 1N EEHINC SERVICES
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
Level #
Lateral Line
floor
1
1
Direction
E-W
CK
4/2/2024
Page:
WOOD SHEARWALL ANALYSIS & DESIGN
Area
1
2
3
4
SEISMIC LOAD
sos = 0.79
p = LO
Story Load
SF
1150
145
1.4
Factor
1.0
1.0
Total/2 = Seismic Load
psf
Load (lbs)
1638 Load Type L 1 -4
206 Load (plf) 83
0 Length L (ft.) 20
0 Load L (lbs.) 1651
922 lbs. Total/2 = Wind Load
ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD
Line Load (lbs.) Ofuet Factor Adjust. Load Line Load (lbs.)
1 1744 1.00 1744 1
Total Add. Load 1744
Total Seismic Load = 2666 lbs. Total Wind Load =
SHEAR
Segment 1 2
L 6.5 I 4
H 9 9
H/L Ratio 1.4 2.3
Load Ratio 0.62 0.38
Load E 1651 1016
Adj. Load E 1143
Load W 511 314
Adj. Load W 365 225
Unit Shear E 254 286
Unit Shear W 56 56
Max Shear 286 PLF I USE# 2 Shear Wall
OVERTURNING
OTM E 14855 9141
OTM W 4598 2830
Wall Weight 16 16
WallUDL 144 144
Unif. DL
Concen. DL
COL loc.
DL Moment 3042
I
1152
DLMom. E 1489 564
DLMom. W 1825 691
Net OTE 13366 8577
Net OTW 2773 2138
UPLIFT
Uplift E 2056 2144
Add. Uplift E
UpliftW 427 535
Add. Uplift W
Tot. Uplift E 2056 2144
Tot. Uplift W 427 535
HO# .. .. . -No HD required, by inspection
•• -See Perforated / Force-Transfer Shearwall calculation
WIND LOAD
Load Type R
Load (plf)
Length R (ft.)
Load R (lbs.)
825 lbs.
Ofuet Factor Adjust. Load
1.0
Total Add. Load 0
825 lbs.
1-4
83
0
0
Total Shear
Length (ft.)
11
lbs.
lbs.
lbs.
lbs.
plf
plf
Capacity = 350 plf
#-ft.
#-ft.
psf
plf
plf
lbs.
ft.
#-ft.
#-ft.
#-ft.
#-ft.
#-ft.
lbs.
lbs.
lbs.
lbs.
lbs.
lbs.
L -9
•v~•Ho
CIC llOI.J
I~ LOVELACE ~ ENGINEERING
srRVCTUllAL EN Glr-fEERING ~LllVI CES
Shear E 2666
Segment Adj. Shear E 1143
Adjust. Shear E 2666
Shear w 82S
Adjust. Shear W S89
ll (ft.)
6.S
H above 2 ft.
H opening 4 ft.
H below 3 ft.
Total Height 9 ft.
LI w
v,...., l I I I I • CptfJ I I I
•
IT,....,
OVERTURNING
OTM E 23996 lb.-ft.
OTMW 7428 lb.-ft.
Wall Weight 32 psf
Wall UOL 288 plf
Uniform Ol 10 plf
Ol Moment 27155 lb.-ft.
OLMoment E 13290 lb.-ft.
OLMoment W 16293 lb.-ft.
Net OTE 10706 lb.-ft.
Net OTW -8866 lb.-ft.
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
Level#
Lateral Une
FLOOR
1
1
Direction
E-W
FORCE TRANSFER SHEAR WALL
SHEAR
Net shear to segments, non-adjusted for segment ratio
Segment-adjusted shear per NOS 4.3.4
adjusted for overall H/l ratio of Force-Transfer Shear Wall
Net shear to segments, non-adjusted per CBC 2306.3
Adjusted shear value per CBC 2306.3
Total Perforated Overall
W(ft.) l2 (ft.) length (ft.) Length (ft.) H/l Ratio
3.0 4.0 14 11 0.7
E w Maximum
V 197 44 plf Strap Force 367
Shear 254
Strap Force 1 367 81 lbs.
Use CS16
v' 254 56 plf Use# 1
Strap Force 2 226 50 lbs.
v<'bo.) . L2 u_[JLll _J_l_flJLJ_u l I I I I l_ .., <io(rJ
:i! v,-.. IIDCD [JI ]JII
j -:-;;i;;--~1V . --·
~ v<'lo.J
~rn Ii
II ]ffiS j ,-
---~;;,----v•:pt,J
UPLIFT
Uplift E 793 lbs.
Add. Uplift E lbs.
Uplift W -657 lbs.
Add. Uplift W lbs.
Tot. Uplift E 793 lbs.
Tot. UpliftW ~57 lbs.
HO# 1
L -10
CK
4/2/2024
Page:
lbs.
plf
strap
Shear Wall
y • VI\.
V' • Vlf'LltL.11
"' • V • Cv-UI -<V-UI
.-i • .v • ""1.l<M&> • <v·"-11
~ L OVELACE MCCULLOCH RESIDENCE Level Name floor CK
ENGINEERING OFFSET DESIGN STUDIO Level# 1 Direction 4/18/2024
~HH,<. 1.,,HAL I.NC .. 'I !:. L H\ "4(; ~ (.J,;y 1c·t ~ J24075 Lateral Line 1 E-W Page:
! WOOD SHEARWALL ANALYSIS & DESIGN 11
SEISMIC LOAD
SDS = 0.79
p = 1.3
Story Load 1.4 psf
Area SF Factor Load (lbs) WIND LOAD
1 1150 1.0 1638 Load Type L 1-4 Load Type R 1·4
2 145 1.0 206 Load (plf) 83 Load (plf) 83
3 0 Length L (ft.) 20 Length R (ft.) 0
4 0 Load L (lbs.) 1651 Load R (lbs.) 0
Total/2 = Seismic Load 922 lbs. Total/2 = Wind Load 825 lbs.
ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD
Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.) Offset Factor Adjust. Load
1 1744 1.00 1744 1 1.0
Total Add. Load 1744 Total Add. Load 0
Total Seismic Load = 3466 lbs. Total Wind Load = 825 lbs.
SHEAR
Segment 1 2 ... Total Shear
Length (ft.)
L 6.5 4 11
H 9 9
H/L Ratio 1.4 2.3
Load Ratio 0.62 0.38
Load E 2146 1320 lbs.
Adj. Load E 1485 lbs. 8y'la110
Load W 511 314 lbs.
Adj. Load W 365 225 lbs. CIIC 2306 l
Unit Shear E 330 371 pit
Unit Shear W 56 56 pit
Max Shear 371 PLF I USE# 3 Shear Wall I Capacity= 490 plf
OVERTURNING
OTME 19311 11884 #-ft.
OTMW 4598 2830 #-ft.
Wall Weight 16 16 psf
Wall UDL 144 144 plf
Unit. DL pit
Concen. DL lbs.
CDL lac. ft.
DL Moment 3042 1152 #-ft.
DL Mom. E 1489 564 #·ft.
DL Mom.W 182S 691 #-ft.
Net OT E 17822 11320 #-ft.
Net OTW 2773 2138 #-ft.
UPLIFT
Uplift E 2742 2830 lbs.
Add. Uplift E lbs.
UpliftW 427 535 lbs.
Add. Uplift W lbs.
Tot. Uplift E 2742 2830 lbs.
Tot. Uplift W 427 535 lbs.
HD# .. ..
• -No HD required, by inspection "', ____ " -See Perforatl!d / Force-Transfer Shearwall calculation
"' I ,,
j
~ LOVELACE MCCULLOCH RESIDENCE Level Name FLOOR CK
ENGINEERING OFFSET DESIGN STUDIO Level# 1 Direction 4/18/2024
::,l~V<;. l l,U\L !.H <.. 'tl::l'-l.l'lV !:,l;RVlt;~:, J24075 Lateral Line 1 E-W Page:
FORCE TRANSFER SHEAR WALL 11
SHEAR
Shear E 3466 Net shear to segments, non-adjusted for segment ratio
Segment AdJ. Shear E 1485 Segment-adjusted shear per NOS 4.3.4
Adjust. Shear E 3466 adjusted for overall H/L ratio of Force-Transfer Shear Wall
ShearW 825 Net shear to segments, non-adjusted per CBC 2306.3
Adjust. Shear W 589 Adjusted shear value per CBC 2306.3
Total Perforated Overall
Ll (ft.) w (ft.) L2 (ft.) Length (ft.) Length (ft.) H/L Ratio
6.5 3.0 4.0 14 11 0.7
H above 2 ft. E w Maximum
V 257 44 plf Strap Force 477 lbs.
H opening 4 ft. Shear 330 plf
Strap Force 1 477 81 lbs.
H below 3 ft. Use CS16 strap I v' 330 56 plf Use# 2 Shear Wall
Total Height 9 ft.
Strap Force 2 293 50 lbs.
L.1 W L.2 U_lJLll_J_I_ITJLJ_u v ■ VIL
,,,....,
[Ji ]JI iiow V • VA'L\<C..JJ
---..... <plr>
,,,....,
II II
~ • -V • l,l(Ll4.I.> • (v'"L.l')
OVERTURNING UPLIFT
OTME 31195 lb.-ft. Uplift E 1326 lbs.
OTMW 7428 lb.-ft. Add. Uplift E lbs.
Wall Weight 32 psf UpliftW -657 lbs.
Wall UDL 288 pit Add. Uplift W lbs.
Uniform DL 10 plf Tot. Uplift E 1326 lbs.
DL Moment 27155 lb.-ft. Tot. Uplift W -657 lbs.
DL Moment E 13290 lb.-ft. HD# 1
DL MomentW 16293 lb.-ft.
Net OT E 17905 lb.-ft.
Net OTW -8866 lb.-ft.
( City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
B-50
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements
apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit
application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to
the California Building Standards Code have imposed newer performance standards on building permit applications.
Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard,
which may exceed the CAP consistency checklist requirements
Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate
certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy
compliance, IECC/HERS Compliance Specialist, ICC GB Energy Code Specialist, RESNET HERS rater certified, certified
ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen
Inspector/Plans Examiner, or Green Building Residential Plan Examiner.
If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
check N/A and provide an explanation or code section describing the exception.
The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and
Green Code sections.
Appllcatlon Information
Project Name/Building
Permit No.: McCulloch Residence BP No.: CB R2024-0 Date: 03/27 /24
PropertyAddress/APN: 2158 Twain ave., Carlsbad.CA , 92008 / 208-180-24-00
Applicant Name/Co.: Flavia Gomes
Applicant Address: 3509 Del Rey St. , unit 23, San Diego, CA 92109
Contact Phone: 858-344-7702 Contact Email: flavia@offsetdesigndraft.com
Contact information of person completing this checklist (if different than above):
Name: Flavia Gomes Contact Phone: 858-344-7702
Company
name/address: Offset Design Draft/ 3509 Del Rey St. Contact Email: flavia@offsetdesigndraft.com
B-50 CITY Page 1 of 7 Revised 12122
Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing
buildings, attach a Permit Valuation breakdown on a separate sheet. For purposes of determining valuation, the amount should be upon either
the actual contract price for the work to be permitted or shall be determined 'Mth the use of the current "ICC Building Valuation Data" as
published by the International Code Council, whichever is higher (refe,:to Section 18.04.035 of the CMC).
Building Permit Valuation (BPV) $ breakdown ....:..$_4_5..:..,0_0_0_._0_0 _____ _
Construction Type I Complete Section(•) I Notes:
I] Residential
□ New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU
l!!!I Additions and alterations:
l!!!I BPV < $60,000 N/A All residential additions and alterations
□ BPV;? $60,000 1A,4A 1-2 family dwellings and townhouses 'Mth attached garages
□ Electrical service panel upgrade only only.
*Multi-family dwellings only where interior finishes are
□ BPV;? $200,000 1A, 4A* removed and significant site 'M>rk and upgrades to structural
and mechanical, electrical, and/or plumbing systems are
orooosed
28* *Multi-family dwellings only where ;?$1 ,000,000 BPV AND
BPV :2: $1,000,000 affecting .:75% existing floor area
D Nonresidential and hotels/motels
□ New construction 18, 28, 38, 48 and 5
□ Alterations:
□ BPV.: $200,000 or additions.: 18,5 1,000 square feet
□ BPV;? $1,000,000 18,28,5 Building alterations of.: 75% existing gross floor area
;? 2,000 sq. ft. new roof addition 28,5 18 also applies if BPV.: $200,000
Instructions:
1. Choose first between residential or non-residential based on the type of project being submitted.
2. Next chose between new construction or addition/alteration for residential or non-residential.
3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project.
4. Appropriate details must be included on the plans for selections made.
EXAMPLE:
Scope of work includes a new, 2 story, single family residential structure.
The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be
applicable. (Solar PV, water heating, EV charging) The* indicates that new detached ADU's are included.
EXAMPLE:
Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars.
The selections would be: Non-residential and Alteration BPV.?: $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy
efficiency, Solar PV and Transportation Demand Management (TOM)*)
It may be necessary to supplement the completed checklist 'Mth supporting materials, calculations or certifications, to demonstrate full compliance 'Mth
CAP ordinance requirements. For example, projects that propose or require a performance approach to comply 'Mth energy-related measures 'MIi need
to attach to this checklist separate calculations and documentation as specified by the ordinances .
. I
3
CAP Ordinance Compliance
Checklist Item
Check the appropriate boxes, explain all not applicable and exception items, and provide supporting calculations and documentation as necessary.
1. Energy Efficiency
Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate
details and notes must be placed on the plans according to selections chosen in the design.
A. 0 Residential addition or alteration i:!:: $60,000 building permit valuation.
Details of selection chosen below must be placed on the plans
referencing CMC 18.30.060.
□ N/A ________ _
□ Exception: Home energy score
'?:.7 (attach certification)
Year Built Single-family Requirements Multi-family Requirements
□ Befi:Jre1978 Select one option:
□ Duct sealing □ Attic insulation □Cool roof □ Attic insulation
□ 1978 and later Select one option:
□ Lighting package □ VVaterheating package
□ Between1978-1991 Select one option:
□ Duct sealing □ Attic insulation □ Cool roof
~ 1992 and later Select one option:
□ Lighting packa<1e □ Water-heating package
B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations i:!::
$200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix AS.
At least one measure from each applicable building component required. 0 NtA residential SFR
A5.203.1 .1 Choose one:
D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC)
D Warehouse dock seal doors □ Daylight design PAFs D Exhaust air heat recovery
0 NIA residential SFR
AS.203.1 .2.1 Choose one: □ .95 Energy budget
(Projects 'Mth indoor lighting OR mechanical)
□ .90 Energy budget
(Projects Vvith indoor lighting AND mechanical) 0 NIA residential SFR
AS.211.1 ** □ On-site renewable energy:
0 NtA residential SFR
AS.211 .3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources)
0 NtA residential SFR
AS.212.1 □ Elevators and escalators:(Project wth more than one elevator or too escalators)
0 N/Aresidential SFR
A5.213.1 □ Steel framing: (Provide details on plansforoptions 1-4 chosen)
0 N/A residential SFR
* High-rise residential buildings are 4 or more stories.
** For alterations;,: $1,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply
with Section 18.030.040 of the CMC (section 2B below) instead.
4
2. Photovoltaic Systems
A. 0 Residential new construction. Refer to Section 150.1(c)14 of the CEC for single-family requirements and Section
170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water
heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset
option is selected.
Floor Plan ID (use addttional CFA orSARA #d.u. Calculated k\Ndc• Exception
sheets if necessary)
D
D
D
□
Total System Size: k\M:lc
kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.)
'Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
B. 0 Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects 2:$1,000,000 BPV AND
affecting 2:75% existing floor area, OR addition that increases roof area by 2:2,000 square feet. Please refer to
Section 18.30.040 and 18.30.070 of the CMC when completing this section.
Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method)
D Gross Floor Area (GFA)Method
GFA: Min.System Size: kWd
D If< 1 O,00Os.f. Enter: 5 kVVdc
D If <!: 1 0,OOOs.f. calculate: 15 kWdc x (GFA/10,000) ••
**Round building size factor to nearest tenth, and round system size to nearest whole number.
D Time-Dependent Valuation Method
C. 0
Annual TDV Energy use:*** ______ .x .80= Min. system size: ______ k\M:lc
***Attach calculation documentation using modeling software approved by the California Energy Commission.
• All newly constructed non residential, hotel/motel and highrise multifamily buildings that are required by CEC section
140.10(a) to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non
residential, hotel/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action
Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(g).
5
3. Water Heatin
A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1(c)8 or 170.2(d) of the CEC when completing this
section. Provide com lete details on the fans.
Residential new construction and alterations:
l!!!I Required: 60% of energy needed for service water heating from on-site solar or recovered energy.
For systems serving individual units, choose one system:
□ Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise
residential only)
□ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required.
□ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher.
□ Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
□ Gas or propane system with a solar water hearing system and recirculation system.
For systems serving multiple units, choose one system:
□ Heat pump water heating system with recirculation loop tank and electric backup.
□ Solar water heating system that is either:
□ .20 solar savings fraction □ .15 solar savings fraction, plus drain water heat recover
OR:
□ System meets performance compliance requirements of section 150.1 (d) or 170.2(d) and deriving at least 60% of energy from
on-site solar or recovered energy.
□ Exception:. _____________________________________ _
B. Nonresidential and hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020
and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details
on the plans.
1. Non-residential:
□ Required: Water heating system derives at least 40% of its energy from one of the following:
□ Solar-thermal □ Photovoltaics □ Recovered energy
□ Required: High-capacity service water heating system
2. Water heating system is (choose one):
D Heat pump water heater
□ Electric resistance water heater(s)
D Solar water healing system with .40 solar savings fraction
3. Hotel/motel:
□ Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC)
□ Required: Located in garage or conditioned space
Exception:
not applicable
6
5. D Transportation Demand Management (TOM): Nonresidential ONLY
An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to
your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Use
EmpADTfor
first 1,000 s.f.
EmpADTI
1000s.f.1
Office (all)2 20
Restaurant 11
Retaib 8
Industrial 4
Manufacturing 4
\/Varehousing 4
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 10thEdition
13
11
4.5
3.5
3
2 For all office uses, use SANDAG rate of 20 ADT/1,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
Sample calculations:
Office: 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf= 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT
I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be
contacted should my permit require a TOM plan and understand that an approved TOM plan is a condition of permit issuance.
Applicant Signature: /~ .
Name: Flavia GoiK"es
Date: 03-27-2024
Phone No.: 858-344-7702
8
4. Electric Vehicle Charging
A □ Residential • New construction and major alterations.• This section also applies to hoteUmotel projects. Refer to Section
18.21.030 of the CMC and Section 4.106.4 of the GBSC when com letin this section.
Choose one:
D One and tv.o-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed)
D New detached ADU. (no EV space required when no additional parking facilities are added)
D New one and tv.o-family reSKlential c!v.emngs and townhouse with attached private garage.
D One EV Ready parking space required l!!!I Exception: not applicable simple interior remodel
D Newand l11cp' alterations to multi-family and hotel/motel projects: D Exception: ________________ _
Total Pai<ing Spaces Proposed EVSE Spaces
EV Capable (10% of total) I EV Ready (25% of Toti! I EV chargers (5% ofT otal)
I I
*Major alterations are:
(1) for one and two-family dwellings and for town houses with an attached garage, alterations have a building permit valuation ~$60,000 or
include an electrical service panel upgrade.
(2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation~ $200,000, interiorfinishesa re
removed and significant siteworka nd u pgradesto structural and mechanical, electrical, a nd/orp lumbing systems are proposed.
B. D Non-Residential -New construction D Exception : _____________ _
Please refer to Section 18.21.040 of the CMC when completing this section
Total Parking Spaces
Prooosed EV Capable I EVCS (Installed with EVSE) I EV Ready (optional) I EV Space (optional)
I I I
Calculation: Refer to the table below:
Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS ~nstalled .,.,;th EVSE)
□ 0-9 1 1
□ 10-25 4 1
□ 26-50 8 2
□ 51-75 13 3
□ 76-100 17 5
□ 101-150 25 6
□ 151-200 35 9
□ 201 andover 20 percent of total 25 percent of Required EV Spaces
Calculations: Total EV Capable spaces= .20x Total parking spaces proposed (rounded upto nearest whole number)
EVSE Installed = Total EVSE Spaces x .25 (rounded up to nearest whole number)
EVSE other may be "EV Ready" or "EV Space·
7
C_cityof
Carlsbad
CLIMATE ACTION PLAN (CAP) COMPLIANCE
CAP Building Plan
Template
B-55
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California
Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that
are required to comply with the CAP measures:
1. ENERGY EFFICIENCY APPLICABLE: Dves [j] NO
Complies with CMC 18.30.060
or 18.21.050 0 Yes li]N/A
Existing Structure, year built: ____ _
Prepared Energy Audit? D es D No
Energy Score: _____ _
Efficiency Measures included in scope:
2. PHOTOVOLTAIC SYSTEM APPLICABLE: □YES [ijNO
Complies with CMC section 18.30.040 and 2022 California Energy
Code section 150.l(c)14 D Yes ~/A
Size of PV system (kWdc):
Sizing PV by load calculations
If by load Calculations:
D Yes 0No
Total calculated electrical load:
80% of load:
Exception Requested
Exception Approved BYes~
Yes 0No
3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES [ijNO
4.
s.
Complies with CMC sections 18.30.020
18.20.030 and/or 18.30.050?
Alternative Source:
□ Electric
□ Passive Solar
Exception Requested
Exception Approved
ELECTRIC VEHICLE (EV) CHARGING APPLICABLE:
DYes
0Yes
DYES
□No
□No
[i)No
Complies with CMC
section 18.21.030?
Panel Upgrade?
□ Yes IZJN/A D Yes 0No
Required Provided
Total EV Parking Spaces:
No. of EV Capable Spaces:
No. of EV Ready Spaces:
No. of EV Installed Spaces:
Hardship Requested
Hardship Approved
--nves
□Yes
TRAFFIC DEMAND MANAGEMENT APPLICABLE:
Compliant?
TOM Report on file with city?
0No
□No
□ YES IZJNO
0 Yes [Z]No
DYes [Z)No
Building Permit Finaled
Revision Permit
Print Date: 07/07/2025
Job Address: 2158 TWAIN AVE, CARLSBAD, CA 92008-4617
Permit No:
Status:
(cityof
Carlsbad
PREV2024-0140
Closed -Fina led
Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
2081802400 Track#:
$65,479.04 Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#: CBR2024-0501
Plan Check#:
Applied: 07/17/2024
Issued: 09/23/2024
Finaled Close Out: 07/07/2025
Final Inspection:
INSPECTOR:
Description: MCCULLOCH: PROPOSED 90 SF LAUNDRY ROOM ON 2ND FLOOR// PROPOSED 100 AMP SUBPANEL IN EXISTING GARAGE
Applicant:
OFFSET DESIGN
FLAVIA GOMES
3509 DEL REY ST, # UN IT 213
SAN DIEGO, CA 92109-5755
FEE
THIRD PARTY REVIEW -Consultant Cost (BLDG)
Property Owner:
MCCULLOCH ANDREW AND MELISSA LIFE
TRUST 03-31-22
2158 TWAIN AVE
CARLSBAD, CA 92008-4617
Total Fees: $420.00 Total Payments To Date: $420.00
Building Division
Balance Due:
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
AMOUNT
$420.00
$0.00
Page 1 of 1
,r= . f PLAN CHECK REVISION OR ~ C1cy o~EC ~ED susM1TTAL
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov C 1 b d APPLICATION af S a AUG 3 0 2024 8-15
~A_,;;,.1.\,/,.\~ '~ (byCityStaflJ
Original Plan Check Nu~~; LQ LUZ~~Oo01 L:.P.::la;:,,:,n~Re:;,;v:.:,;is;:.:,;io~n.:..:..::N:.;;:u~m.:.:;b~e;.:_r..;;;;;;;;; ..................... ;;;;;;;;1
Project Address 2158 Twain ave., Carlsbad, CA 92008
CONSTRUCTION CHANGE FROM APPROVED PERMIT CBR2024-0501 General Scope of Revision/Deferred Submittal: __________________ _
-PROPOSED LAUNDRY OF 90 S.F. ON 2ND FLOOR, AND PROPOSED SUBPANEL BOARD OF 100 AMP IN THE TWO-CAR GARAGE.
CONTACT INFORMATION:
N Flavia Gomes -Offset Design Ph 858.344.7702 Fa ame____________ one .__ _______ _
Add 3509 DEL REY STREET, UNIT 213 c· SAN DIEGO z· 92109 ress ___________________ Ity ______ IP -----
Email Address FLAVIA@OFFSETDESIGNDRAFT.COM
Original plans prepared by an architect or engineer. revisions must be signed & stamped by that
person.
1 . Elements revised: [i] Plans D Calculations D Soils D Energy D Other
2. 3.
Describe revisions in detail List page(s) where each
revision is shown
SCOPE OF WORK, SHEET INDEX, AND PROJECT INFORMATION CHANGED TS.1
STUDY ROOM ON 2ND FLOOR TO BE PARTIALLY CONVERTED INTO LAUNDRY A1.2
PROPOSED SUBPANEL BOARD OF 100 AMP LOCATED IN THE TWO-CAR GARAGE. A1.3
PROPOSED LAUNDRY ON 2ND FLOOR A1.4
UPDATED DOOR SCHEDULE A6.1
UPDATED ELECTRICAL PLAN: PROPOSED SUBPANEL E1 .1
NEW SHEET -PROPOSED LAUNDRY: ELECTRICAL PLAN E1.2
4. Does this revision, in any way, alter the exterior of the project? Oves ~No
5. Does this revision add ANY new floor area(s)? OYes ~No
6. Does this revision affect any fire related issues? OYes ~No
7. Is this a full set replacement /all sheets)? OYes ~No
~Signature _________________ _ Date 08/27/2024
1635 Faraday Avenue, carlsbad, CA 92008 ftr 760-602-2719 Eal.I;: 760-602-8558 Email: building@carlsbadca.gov
www.cadsbadca.gov
September 9, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review: Revision Residential Interior Remodel
Address: 2158 Twain Ave, Carlsbad CA
Applicant Name: Flavia Gomes
Applicant Email: flavia@offsetdesigndraft.com
OCCUPANCY AND BUILDING SUMMARY:
Occupancy Groups: R-3/U
Occupant Load: NIA
Type of Construction: V-B
Sprinklers: No
Stories: 2
Area of Work (sq. ft.): 90 sq. ft.
The plans have been reviewed for coordination with the permit application.
Valuation: See Notes Below
Scope of Work: Confirmed
Floor Area: Confirmed
Notes: Valuation was not provided in the pennit application.
Attn: Building & Safety Department,
_J True North
COMPLIANCE SERVICES
City of Carlsbad -FINAL REVIEW
City Pe1mitNo: PREV2024-0140
True North No.: 24-018-627
True North Compliance Services, Inc. has completed the final review of the following documents for the project
referenced above on behalf of the City of Carlsbad:
I.
2.
3.
Drawings: One (I) copy dated August 27, 2024, by Offset Design.
Structural Calculations: One (I) copy dated August 13, 2024, by Miles Lovelace.
B-15 Application: One (I) copy by Flavia Gomes.
The 2022 Californ ia Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 JBC, UMC, UPC, and 2020
NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California
Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review.
Please note that our review has been completed and we have no further comments, however, we bring the
following to your attention:
I. This project is Hourly. Please charge the applicant the fo llowing hours of plan review.
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
Review No. Hourly Rate Hours Total
1st Review $120.00 1 $120
2nd Review /final $120.00 2.5 $300
Total $420.00
We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any
questions or if we can be of further assistance.
Sincerely,
True North Compliance Services
Review By: Jasmine Safaqa -Plan Review Engineer
Transmittal Letter
July 23, 2024
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review: Revision Residential Interior Remodel
Address: 2158 Twain Ave, Carlsbad CA
Applicant Name: Flavia Gomes Applicant Email: flavia@offsetdesigndraft.com
..... True North
COMPLIANCE SERVICES
FIRST REVIEW
City Permit No: PREV2024-0140
True North No.: 24-018-627
True North Compliance Services, Inc. has completed the review of the following documents for the project
referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list.
1. Drawings: One (1) copy dated July 16, 2024, by Offset Design.
Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of
work on the permit application. See below for information if the scope of work on plans differs from the permit
application:
Valuation:
Scope of Work:
Floor Area:
See Notes Below
Confirmed
Confirmed
Notes: Valuation was not provided in the permit application.
This project is hourly. Please charge the applicant the following hours of plan review.
Review# Hours Rate Total
pt 2 $120.00 $240.00
Our comments follow on the attached list. Please call if you have any questions or if we can be of further
assistance.
Sincerely,
True North Compliance Services
Review By: Jasmine Safaqa -Plan Review Engineer
True North Compliance Services1 Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562. 733.8030
Revision Residential Interior Remodel
2158 Twain Ave
July 23, 2024
Plan Review Comments
HARD COPY -RESUBMITTAL INSTRUCTIONS:
City of Carlsbad-FIRST REVIEW
City Permit No.: PREV2024-0140
True North No.: 24-018-627
Page2
Please do not resubmit plans until all departments have completed their reviews. For status, please
contact building@carlsbadca.gov
Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans
for commercial/industrial projects (THREE sets of plans for residential projects). Corrected sets can be
submitted as follows:
Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City
of Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, (442) 339-2719. The city
will route the plans to True North, Planning and Land Development Engineering Departments (if
applicable) for continued review.
Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific
instructions for resubmittal review. The city will not route plans back to Dennis Grubb &
Associates for continued Fire Prevention review.
GENERAL INFORMATION:
A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical
Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020
NEC, as amended by the State of Cal ifornia).
B. There may be other comments generated by the Building Division and/or other City departments that will
also require your attention and response. This attached list of comments, then, is only a portion of the plan
review. Contact the City for other items.
C. Respond in writing to each comment by marking the attached comment list or creating a response letter.
Indicate which details, specification, or calculation shows the required information. Your complete and
clear responses will expedite the re-check.
D. Where applicable, be sure to include the architect and engineer's stamp and signature on all sheets of the
drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This
item will be verified prior to plan approval.
E. If you have any questions regarding the comments below, please contact Jasmine Saffaqa via email
jasmines@tncservices.com or telephone (562) 733-8030.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
R-3/U
V-B
No
2
90 sq. ft.
Revision Residential Interior Remodel
2158 Twain Ave
July 23, 2024
ARCIDTECTURAL COMMENTS:
City of Carlsbad-FIRST REVIEW
City Permit No.: PREV2024-0140
True North No.: 24-0l8-627
Page3
Al. Sheets Al.1, Al.3, and El.l: Please remove the "No Work Proposed" label as there is a proposed panel in
the garage.
A2. The permit application specifics that the revision will affect a fire related issue, please clarify how and
specify the exact issue.
• -• -• ·-·-· ......... •y .,c,y, a1tl;".'I ll IC: L'Xlt'nor OT rne pro1cct?
5. Docs this tt'visror ac..ld A NY new floor a1<-,:1(s)?
6. Co ·s this rev1sio--· affect any fire rc,ratcd issue!?
7 • Is this a 'u11 set re,;;laccrrent (dll st'ectsJ?
MECHANICAL COMMENTS:
M 1. The following comments apply to the washer/dryer:
a) Specify fuel source for the proposed dryer,
l_JYes
G~Y?s
[~Y~s
r-1v, ...
i) For gas burning appliance, specify size, method, and source of combustion air per CMC
701.4. Alternatively specify doors to be louvered.
ii) For electric powered appliances, specify a 30 AMP circuit per CEC 220.54.
b) Note the following on the plans:
i) Exhaust duct termination is as follows per CMC 502.2:
( 1) 3 feet from a property I ine,
(2) l 0 feet from a forced air inlet, and
(3) 3 feet from openings into the building.
ii) Exhaust duct shall not discharge onto a public way. CMC 502.2
iii) Unless otherwise permitted or required by the dryer manufacturer's installation instructions
and approved by the city, domestic dryer moisture exhaust ducts shall not exceed a total
combined horizontal and vertical length of fourteen feet, including two 90-degree
elbows. Two feet shall be deducted for each 90-degrcc elbow in excess of two. CMC
504.4.2.
ELECTRICAL COMMENTS:
E 1 . In the laundry room,
a) Provide at least one receptacle outlet per CEC 2 l 0.52(F).
b) Receptacle outlet shall be GFCI protected where it is within 6 feet of a sink. CEC 210.8.
PLUMBING COMMENTS:
No comments.
Revision Residential Interior Remodel
2158 Twain Ave
City of Carlsbad-FIRST REVIEW
City Permit No.: PREV2024-0140
True North No.: 24-018-627
Page4
July 23, 2024
GREEN BUILDING COMMENTS:
G l . Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or
exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for
CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklists ( city forms
B-50) to be completed by the APPLICANT.
https://www.carlsbadca.gov/home/showpublisheddocument/6878/638225157825900000
a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad
ordinance:
b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project
valuation will determine which sections of the CAP are requ ired.
c) Plan examiners review the B-50 CAP Consistency Checklist for completion. For example: If new
residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled
on the B-50 checklist.
ENERGY COMPLIANCE COMMENTS:
Tl. Revise plan to show at least one luminaire in the laundry room to be controlled by a vacancy sensor.
CEnergyC 150.0(k)2(E)
STRUCTURAL COMMENTS:
No comments.
If you have any questions regarding the above comments, please contact Jasmine Saffaqa via email
jasmines@tncservices.com or telephone (562) 733-8030.
rEND]
0ffsGt
design + drafting
RESPONSE LETTER -RECORD ID: PREV2024-014O
Date: August 27th, 2024
ATT: Jasmine Saffaqa
1STREVIEW-CONSTRUCTION CHANGE
GENERAL INFORMATION
A. NOTED
!3. NOTED
C. NOTED
D. NOTED
E. NOTED
OCCUPANCY & BUILDING SUMMARY
1. PLEASE SEE SHEET -TS.1 UNDER PROJECT INFORMATION. AND SCOPE OF WORK
Offset Design Draft 1 of 2
3509 Del Rey Street Unit 213, San Diego -California -92109
0ffsGt
design + drafting
ARCHITECTURAL COMMENTS:
A1 PLEASE SEE UPDATED SHEET -A1 .1 AND A 1.3 -NOTE REMOVED
A2. PLEASE SEE UPDATED FORM ATTACHED
MECHANICAL COMMENTS:
M1
A. ifLEASE SEE UPDATED SHEET -E1 .2 -MECHANICAL LEGEND: STACKABLE WASHER/DRYER GE PRO-
FILE 4.8 CU. FT. CAPACITY ULTRAFAST COMBO WITH VENTLESS HEAT PUMP TECHNOLOGY
WA~ER/DRYER -PFQ97HSPVDS ~_,,,__..., ll 11 '' JS.l.2. ~"-AL-~·. !i='.,6.f,.J:el-'1:x:,>,(2 '.I:> -~
B. 0 DUCT PROPOSED -COMMENT CLEARED OFF BY REVIEWER
ELECTRICAL COMMENTS:
-At A. PLEASE SEE UPDATED SHEET -E1 .2 -ELECTRICAL LEGEND: GFCI AND SYMBOLS PLACED ON LAUNDRY
WALLS -ELECTRICAL FLOOR PLAN
~ C,. PLEASE SEE UPDATED SHEET -E1 .2-ELECTRICAL LEGEND: GFCI AND SYMBOLS PLACED ON LAUNDRY
WALLS -ELECTRICAL FLOOR PLAN
GREEN BUILDING COMMENTS:
G1 PROJECT DOES NOT EXCEED $60,000.00 -COMMENT CLEARED OFF BY REVIEWER
ENERGY COMPLIANCE COMMENTS:
T1 PLEASE SEE UPDATED SHEET -E1 .2 -ELECTRICAL LEGEND: MV-VACANCY SENSOR AND SYMBOL
PLACED IN THE LAUNDRY OUTLET -ELECTRICAL FLOOR PLAN
STRUCTURAL COMMENTS:
PLEASE SEE STRUCTURAL PLANS, CALCULATION AND RESPONSE LETTER
Offset Design Draft
3509 Del Rey Street Unit 213, San Diego -California -92109 .__ _ ___,
.i
MCCULLOCH RESIDENCE
STRUCTURAL CORRECTIONS
PROJECT# CBR2024-501
D ADDITIONAL GHANGES
OPENING SIZE ING'REASED LEADING TO ADDITION OF SHEA-R ALONG eRID
LINE A AND BLOGKING AND STRAPS FOR DRAGGING SHEA-R LOADS.
OPENING HEIGHT INCREASED-REDIJC,ING AVAILABLE SPAGE FOR BEAM.
BEAM SIZING ON 53 CHANGED AND DETAIL 3/55 UPDATED.
LATERAL (L-8 -L-11) AND VERTICAL (V-1 -V-5) CALCULATIONS UPDATED
TO-REFLECT CHANGES.
EXISTING WALLS GONFtRMED TO BE 2x4 FRAMED. FH-1/RH-I CHANGED TO
4x6 FROM 6x6 AND CALCULATIONS UDPATED.
LOVELACE
I= GINl=F ING
STRUCTURAL ENGINEER IN G SE RVICE S
STRUCTURAL CALCULATIONS
DATE:
PROJECT:
DESIGNER:
JOB:
AUGUST 73, 2024
MCCULLOCH RESIDENCE
2758 TWAIN AVENUE
SAN D I EGO, CA 92008
OFFSET DESIGN+ DRAFTING
35098 DEL REY, UNIT 273
SAN DI EGO, CA 92709
]24075
858.535.9lll I fax 858.535.1989 I www.lovelaceeng.com --10509 Vista Sorrento Pkwy, Suite 102 San Diego, CA 92121
LOVELACE
r=NGINEERI G SHEET NO.
Joe J24015 -MCCULLOGH RESIDENCE
TG-1 OF -------
CALCULATEDBY _______ G_._K_. -DATE _____ _
STRUCTU RA L ENG IN EERING SERV I C E S CHECKEDBY __________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE __________________ _
TABLE OF CONTENTS
SUBJEG T SHEET
DESl6N CRITERIA ...................................................................................................................................................... DG-1
DESl6N LOADS........................................................................................................................................................... DL-1
VERTICAL ANAL YSIS/DESl6N .............................................................................................................................. V-1/5
LATERAL ANAL YSIS/DESl6N ............................................................................................................................... L-1/13
FOUNDATIONS/ -RETAININ6 HALLS ................................................................................................................... f -1/2
STRUCTURAL NOTES/ SCHEDULES/ DETAILS (HHERE APPLICABLE) ............................................ .
TOTAL
LOVELACE
FNGltJEERING
Joa J24015 -MCCULLOGH -RESIDENCE
SHEET NO. DG-1 OF -------
CALCULATED BY _______ G_.K_._ DATE _____ _
STRU C TURAL EN G INEERING S ERVI C ES CHECKEDBY __________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone 858.535.91 11 • fax 858.535.1989 • www.lovelaceen9.com SCALE __________________ _
DESIGN CRITERIA
GOVERNING GODE, CBC 2022
CONCRETE, AGI 318-19
F'c.=2500 psi, NO SPECIAL INSPECTION REQ'D. (U.N.O.)
MASONRY, TMS 402-16 / AGI 530-13
MEDIUM HEl6HT, ASTM GC!O, F'm= 1500 psi, SPECIAL INSP. REQ'D
MORTAR, ASTM G210, F'c.=1800 psi, TYPES
GROUT, ASTM CA16, F'c.=2000 psi
REINFORCING STEEL: ASTM A615, F~= 40ksi FOR # 4 AND SMALLER
ASTM A615, F~= 60ksl FOR# 5 AND LAR6ER (U .N.O.)
STRUC TURAL STEEL: AISG 360-16, 15TH EDITION
BOLTING,
HELDING,
HOOD:
GLULAMS,
SOIL:
ASTM A512, F~= 50 ksl (STEEL SHAPES) U.N.O.
ASTM A500, GRADE B, F~= 46ksl (STRUCTURAL TUBE)
ASTM A53, GRADE B, F~= 35ksl (STRUCTURAL PIPE)
ASTM A36, F~= 36 ksl (PLATES)
A301, SINGLE PLATE SHEAR CONN.
A325-N, A490-N HIGH STRENGTH, SINGLE PLATE SHEAR CONN.
ElOXX SERIES-TYP., EC!O SERIES FOR A615 GRADE 60 REBAR
SHOP HELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP
FIELD HELDING TO HAVE CONTINUOUS SPECIAL INSPECTION.
NDS-18
DOUGLAS FIR LARCH
24F-V4 FOR SIMPLE SPAN CONDITIONS
24F-V8 FOR CANTILEVER CONDITION
ALLOHABLE BEARING PRESSURE
ACTIVE SOIL PRESSURE
=1500
=
AT -REST SOIL PRESSURE (-RESTRAINED) = __ _
PASSIVE SOIL PRESSURE = __ _
LATERAL EARTHQUAKE PRESSURE = __ _
COEFFICIENT OF FRICTION = ---
181 EXISTING NATURAL SOIL PER CBC TABLE 18062
SOILS REPORT BY,
PROJECT NUMBER,
DATED,
psf
pc.F
pc.F
pc.F
pc.F
LOVELACE JOs -124015 -MCCULLOCH RESIDENCE
SHEET NO DL-1 OF -------ENGl~I= DING
CALCULATEDBY _______ C_._K_. -DATE _____ _
STRUC TURAL ENGINEERING SERV I CES CHECKEDBY __________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone858.535.9111 • fax858.535.1989 • www.lovelaceeng.com SCALE __________________ _
DESIGN LOADS
'ROOF
DEAD LOAD:
ROOFING (COMP.SHINGLES) ............................. .
SHEATHING ................................................ .
RAFTER/CEILING JOISTS OR TRUSSES ...................... .
INSULATION ................................................ .
DRY HALL ................................................. .
OTHER (ELEC., MECH., MISC.) ............................... .
TOTAL DEAD LOAD:
LIVE LOAD, (ROOF USE PER IBC TABLE 1601.1)
TOTAL LOAD:
FLOOR
DEAD LOAD,
FLOORING ( CARPET a PAD ) ............................ .
DEX-0-TEX ............................................... .
SHEATHING ................................................ .
JOISTS .................................................... .
DRYHALL / STUCCO ....................................... .
OTHER (ELEC., MECH., MISC.) .............................. .
TOTAL DEAD LOAD:
LIVE LOAD, (RESIDENTIAL USE PER IBC TABLE 1601.1)
TOTAL LOAD:
EXTERIOR WALL
STUDS ..................................................... .
DRY HALL ................................................. .
INSULATION ................................................ .
EXTERIOR FINISH ( STUCCO ) .............................. .
OTHER (MISC.) ............................................ .
TOTAL LOAD:
INTERIOR WALL
STUDS ..................................................... .
DRY HALL ................................................. .
OTHER (MISC.) ............................................ .
TOTAL LOAD:
5.0 psf
1.5
3.5
1.5
2.5
1.0
15.0psf
20.0 psf
35.0psf
5.0 psf
.0
2.0
3.5
2.5
2.0
15.0 psf
40.0psf
55.0 psf
I.Opsf
2.5
1.5
10.0
1.0
16.0 psf
I.Opsf
5.0
1.0
1.0 psf
+ SOLA-R
3.0
18.0psf
20.0psf
38.0psf
DECK/OTHER
2.5 psf
2.5
2.0
3.5
10.0
4.5
25.0 psf
60.0psf
85.0 psf
V -1
LOVELACE Joe J24015 -MCCULLOGH RESIDENCE
F.NGIN FOING SHEET NO __________ OF ______ _
CALCULATEDBY ________ G_.K_._ DATE _____ _
S TRU C TURAL ENGINEERING SERVI C ES CHECKEDBY __________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _
LEVEL ROOF
MEMBERS, BEAMS ISEE GODE GHEGK CALCULATIONS THAT FOLLOV'II
SPAN= 12.5 FT. &RID LINE: _X __ _
sf)*(4'/2)
4'/2) (plf) L = -----'-c=i;;;.,d
= XX D
= XX Lr L
012 D=--------~"""=" __________ __:=::__ __
(plf) L= = ___________ __::_"""'--=-------
013 D=---------------=-......::---::;;;.~----
(p1FJ L= ---------
Pl D=---'--'-'~~~~=~~-____:::_....,;;..af!!::.. _______ -=-=~~
(lbs) L= =
= P2 D= _____ -=---,,:::::.. _____________ __:::__ __
=
OR
FB-1 SPAN= 18 FT. eRID LINE:
(15 12sf)*(l6 '/2) =
(40 12sf )*(16'/2) = Lr,
(18 psf)*(4'/2) PARTIAL =
(20 psf)*(4'/2) = Lr,
(25 12sf )*(1'/2) =
(60 12sf)*(1'/2) = Lr,
(16 psf )*(8') PARTIAL =
= Lr
=
0110x60 STEEL HEADER OR
FH-1 SPAN= 3 FT. <SRID LINE:
(15 12sf)*(4'/2) =
(4 0 psf)*(4'/2) = Lr, -
(18 psf)*(4'/2) =
(20 psf)*(4'/2) = Lr
(16 psf)*(l8') =
= Lr
=
= Lr
=
D
xlmum -R.eae,tlons (lbs)
Lr L
Rm
□ FULL SPAN UNIFORM LOAD
4620 5Cf0 4110
4120 630 4110
□ FULL SPAN UNIFORM LOAD
I Wood Beam
Lovelace Engineering, Inc.
10509 Vista Sorrento Pkwy, Ste. 102
San Diego, CA 92121
Project Title:
Engineer:
Project ID:
Project Descr:
MCCULLOCH RESIDENCE
CK
J24075
V -2
UC#: KW-06013959, Build:20.24.07.08
DESCRIPTION: FH-1
Lovelace Engineering, Inc.
Project File: J24075 -VERTICAL.ec6
(c) ENERCALC INC 1983-2023
CODE REFERENCES
Calculations per NOS 2018, IBC 2021 , ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-16
Wood Species
Wood Grade
Beam Bracing
Douglas Fir-Larch
No.2
Completely Unbraced
Fb +
Fb -
Fc -Prll
Fe -Perp
Fv
Ft
D 0288
000'.lO L004
Span •30ff
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0psi
E : Modulus of Elasticity
Ebend-xx 1,600.0 ksi
Eminbend -xx 580.0ksi
Density 31 .210pcf
----.
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 2.0 ft, (FLOOR)
Uniform Load : D = 0.0180, L = 0.020 ksf, Tributary Width= 2.0 ft, (ROOF)
Uniform Load : D = 0.0160 ksf, Tributary Width= 18.0 ft, (EXTERIOR WALL}
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.314 1 Maximum Shear Stress Ratio
Section used for this span 4x6 Section used for this span
fb: Actual = 365.83psi fv: Actual
F'b = 1,166.55psi F'v
Load Combination +D+L Load Combination
Location of maximum on span = 1.500ft Location of maximum on span
Span # where maximum occurs = Span# 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.003 in Ratio= 12706>=360 Span: 1 : L Only
Max Upward Transient Deflection O in Ratio= 0 <360 nla
Max Downward Total Deflection 0.011 in Ratio= 3188 >=240 Span: 1 : +D+L
Max Upward Total Deflection 0 in Ratio= 0<240 nla
Maximum Forces & Stresses for Load Combinations
Design OK
= 0.311:1
4x6
= 55.89 psi
= 180.00 psi
+D+L
= 0.000ft
= Span# 1
Load Combination Max Sfress Ratios Moment Values Shear Values
Segment Length Span# M V CD CM Ct Clx cf Cfu C . I Cr M fb F'b V fv F'v
DOnly 0.0 0.00 0.0 0.0
Length = 3.0 ft 1 0.261 0.258 0.90 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.40 274.0 1,050.2 0.54 41.9 162.0
+D+L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 3.0 ft 0.314 0.311 1.00 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.54 365.8 1,166.6 0.72 55.9 180.0
+D+0.750L 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 3.0 ft 1 0.235 0.233 1.25 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.50 342.9 1,457.0 0.67 52.4 225.0
+0.600 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 3.0 ft 0.088 0.087 1.60 1.00 1.00 1.00 1.300 1.00 1.00 1.00 0.24 164.4 1,862.9 0.32 25.1 288.0
Lovelace Engineering, Inc.
10509 Vista Sorrento Pkwy, Ste. 102
San Diego, CA 92121
Project Title:
Engineer:
Project ID:
Project Descr:
MCCULLOCH RESIDENCE
CK
J24075
V -3
[ Wood Beam
UC#: KW-06013959, Build:20.24.07.08
DESCRIPTION: FH-1
Lovelace Engineering, Inc-. --
Project File: J24075 -VERTICAL.ec6
(c) ENERCALC INC 1983-2023
Overall Maximum Deflections
Load Combination
+D+L
Vertical Reactions
Load Combination
Span
1
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+L
+D+0.750L
+0.60D
L Only
Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span
0.0113 1.511 0.0000 0.000
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2
0.717 0.717
0.717 0.717
0.537 0.537
0.537 0.537
0.717 0.717
0.672 0.672
0.322 0.322
0.180 0.180
Lovelace Engineering, Inc.
10509 Vista Sorrento Pkwy, Ste. 102
San Diego, CA 92121
Project Title:
Engineer:
Project ID:
Project Descr:
MCCULLOCH RESIDENCE
CK
J24075
V-4
Lste~I Beam
UC#: KW-06013959, Build:20.24.07.08 -Lovelace EngineeringTnc.
Project File: J24075 -VERTICAL.ec6
(c) ENERCALC INC 1983-2023
DESCRIPTION: (UPDATED) FB-1 STEEL
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
~ __ D(2.i140
• • D(_0.~320)
D 0 .1920\
r-v ' 'tr • • D(0.0875~) L(0.210) 0
DjQ..0450 Lr~~)
Fy : Steel Yield :
E: Modulus :
.•
v--0 (~ 1~@(UC>u.p;JYJ.;!i,&O~.o...7~0' ~r0.060)
W10x60
Span = 18 .0 fl --1
50.0 ksi
29,000.0 ksi
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 ft, (FLOOR)
Uniform Load : D = 0.0180, Lr= 0.020 ksf, Extent = 0.0 --» 6.0 ft, Tributary Width = 2.50 ft, (ROOF)
Uniform Load : D = 0.0250, L = 0.060 ksf, Tributary Width = 3.50 ft, (DECK)
Uniform Load : D = 0.0160 ksf, Extent= 0.0 --» 6.0 ft, Tributary Width= 12.0 ft, (EXTERIOR WALL)
Uniform Load : D = 0.0160 ksf, Tributary Width= 2.0 ft, (EXTERIOR WALL)
Point Load : D = 0.110, Lr = 0.060 k @ 5.0 ft, (above 1)
Point Load : D = 0.730, Lr= 0.40 k@ 8.50 ft, (above 2)
Point Load : D = 0.730, Lr= 0.40 k@ 14.30 ft, (above 3)
Point Load : D = 0.110, Lr= 0.060 k@ 17.80 ft, (above 4)
Uniform Load : D = 0.0140 ksf, Tributary Width = 1.0 ft, (hanging door)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma : Applied
Mn I Omega : Allowable
Load Combination
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.221 : 1
W10x60
41.157 k-ft
186.128 k-ft
+D+L
Span# 1
0.127 in Ratio=
0 in Ratio=
0.243 in Ratio=
O in Ratio=
Maximum Forces & Stresses for Load Combinations
Load Combination Max S ress Ratios
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
1,698
0
889
0
Location of maximum on span
Span# where maximum occurs
>=720. Span: 1 : L Only
<720.0 nla
>=720. Span: 1 : +D+L
<720.0 nla
Summary of Moment Values
Design OK
0.110 : 1
W10x60
9.393 k
85.680 k
+D+L
0.000 ft
Span# 1
Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax -Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
DOnly
Dsgn. L = 18.00 ft 0.106 0.054 19.75 19.75 310.83 186.13 1.14 1.00 4.62 128.52 85.68
+D+L
Dsgn. L = 18.00 ft 0.221 0.110 41 .16 41.16 310.83 186.13 1.14 1.00 9.39 128.52 85.68
+D+Lr
Dsgn. L = 18.00 ft 0.123 0.061 22.88 22.88 310.83 186.13 1.15 1.00 5.21 128.52 85.68
+D+0. 750Lr+0. 750L
Dsgn. L = 18.00 ft 0.205 0.101 38.15 38.15 310.83 186.13 1.14 1.00 8.64 128.52 85.68
+D+0.750L
Dsgn. L = 18.00 ft 0.192 0.096 35.80 35.80 310.83 186.13 1.141.00 8.20 128.52 85.68
+0.60D
Dsgn. L = 18.00 ft 0.064 0.032 11.85 11 .85 310.83 186.13 1.141.00 2.77 128.52 85.68
Lovelace Engineering, Inc.
10509 Vista Sorrento Pkwy, Ste. 102
San Diego, CA 92121
[ steel Beam _
Project Title:
Engineer:
Project ID:
Project Descr:
MCCULLOCH RESIDENCE
CK
J24075
V-5
LIC#: KW-06013959, Build:20.24.07.08 Lovelace Engineering, Inc.
Project File: J24075 -VERTICAL.ec6
(c) ENERCALC INC 1983-2023
DESCRIPTION: (U PDATED) FB-1 STEEL
Overall Maximum Deflections
Load Combination
+D+L
Vertical Reactions
Load Combination
Span
1
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+Lr
+D+O. 750Lr+O. ?SOL
+D+0.750L
+0.600
Lr Only
LOnly
Max. "." Defl Location in Span Load Combination
0.2428 9.000
Support notation : Far left is#"
Support 1 Support 2
9.393 8.893
9.393 8.893
4.770 4.770
4.623 4.123
9.393 8.893
5.210 4.755
8.641 8.175
8.200 7.700
2.774 2.474
0.587 0.633
4.770 4.770
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
~ LOVELACE MCCULLOCH RESIDENCE
ENGINEERING OFFSET DESIGN STUDIO
STRUCTU RAL ENC INEERINCi SERVICES J24075
SEISMIC WEIGHT
Level 1 FLOOR Typical Plate Ht. (ft.)
Element Type Dead Load (psf) Area (sf)
Diaphragm ROOF 18 700
Diaphragm FLOOR 15 2100
Diaphragm
Dead Load I psf) Length {ft.)
Wall EXTERIOR 16 220
Wall INTERIOR 7 150
Wall
Dead Load (lbs.)
Misc./ Concentrated
Total Weight (lbs.) 80660 Seismic Weight (lbs.)
Level 2 ROOF Typical Plate Ht. (ft.)
Element Type Dead Load (psf) Area (sf)
Diaphragm ROOF 18 2250
Diaphragm
Diaphragm
Dead Load (psf) Length (ft.)
Wall EXTERIOR 16 215
Wall INTERIOR 7 150
Wall
Dead Load (lbs.)
Misc./ Concentrated
Total 76420 Seismic Weight
8
Weight
12600
31500
0
Weight
28160
8400
0
Weight
0
62380
8
Weight
40500
0
0
Weight
27520
8400
0
Weight
0
76740
L-1
CK
8/8/2024
Page:
ASCE.
AMEIIICAN SOCIElY CJ CM. ENGINEERS
Address:
2158 Twain Ave
Carlsbad, California
92008
...
·i
Wind
Results:
Wind Speed
10-year MRI
25-year MRI
50-year MRI
100-year MRI
Data Source:
Date Accessed:
•J'l t '
L-2
ASCE Hazards Report
Standard: ASCE/SEI 7-16
Risk Category: 11
Soil Class: D -Default (see
Section 11.4.3)
C " P
' H ••1,
96 Vmph
66 Vmph
72 Vmph
77 Vmph
82 Vmph
. .
C • ' "
.,, ' ' --• <'
Latitude: 33.14181
Longitude: -117.298027
Elevation: 325.216969560486 ft (NAVO
88)
ts-11.
11,-,10"1.H► .Kl~
\
M•0,
Lt',"Rlll/1\
)
\
' _,:
I Ul ~ ' .-) j,_
ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1-CC.2-4, and Section 26.5.2
Thu Feb 22 2024
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI= 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://ascehazardtool.org/ Page 1 of 3 Thu Feb 22 2024
I~ LO y E LACE PROJECT : MCCULLOCH RESIDENCE
V-....: E ~., 1 N, ~ 1 J CLIENT : OFFSET DESIGN STUDIO
, ,., '"'" , •• , .... ,., ""'"" JOB NO.: J24075 DATE : 03/29124
Wind Analysis for Low-rise Building, Based on 2018 IBC/ASCE 7-16
INPUT DATA
Exposure category (B, C or D, ASCE 7-16 26.7.3)
Importance factor (ASCE 7-16 Table 1.5·2)
Basic wind speed (ASCE 7-16 26 5.1 or 2018 IBC)
Topographic factor (ASCE 7-16 26.8 & Table 26.8-1)
Building height to eave
Building height to ridge
Building length
Building width, including overhangs
Overhang sloped width
Effective area of components (or Solar Panel area)
DESIGN SUMMARY
lw =
V =
Kzt =
he=
h, =
L =
B
Oh
A
C
1.00
100
24
29.5
75
53
0
12
1.12
for all Category
mph, (160.93 kph)
Flat
ft, (7.32 m)
ft, (8.99 m)
ft, (22. 86 m)
ft, (16.15 m)
ft, (0.00 m)
tt2, <== Overhang? (Yes or No)
m2)
PAGE :
DESIGN BY : CK
REVIEW BY :
B
No
Max horizontal force normal to building length, L, face
Max horizontal force normal to building length, B, face
Max total horizontal torsional load
32.10 kips, (143 kN), SD level (LRFD level), Typ.
22.68 kips, (101 kN)
Max total u ward force
ANALYSIS
Velocity pressure
qh = o.002ss K. K.i Kd K. v2
285.123 ft-kips, (387 kN-m)
63.90 ki s 284 kN
20.76 psf
where: qh = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
K, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1, pg 268)
~=wind directionality factor. (Tab. 26.6-1, for building, page 266)
h = mean roof hei ht --~-----------------,
0.95
0.85
26.75 ft
L-3
K. = ground elevation factor. (1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory]
.__ ___ <--'-M"-i-'n....LC.L'-'B), (Satisfactory]
(ASCE 7-16 26.2.1)
(ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = qh [(G c p, )-(G c p, )I
where: p = pressure in appropriate zone. (Eq. 28.3-1 , page 311). Pmin = 16 psf (ASCE 7-16 28.3.4)
G Cpr = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G CP 1 = product of gust effect factor and internal pressure coefficient.(Tab. 26.13-1, Enclosed Building, page 271 )
0.18 or -0.1 8
a = width of edge strips, Fig 28.3-1, page 312, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 5.30 ft
Net Pressures losfl Basic Load Cases ' Net Pressures losfl. Torsional Load Cases ' Roof angle 0 = 11.73 Roof angle 0 = 0.00 Roof an~le0 = 11.73
Surface GCpr Net Pressure with GCpr Net Pressure 'Nith
(+GCp1) (-GCp1) (+GCp 1) (-GCpi)
Surface GCpr Net Pressure with
(+GCp1) (-GCp1)
1 0.46 5.78 13.25 -0.45 -13.08 -5.60 1T 0.46 1.44 3.31
2 -0.69 -18.06 -10.59 -0.69 -18.06 -10.59 2T -0.69 -4.52 -2.65
3 -0.42 -12.44 -4.97 -0.37 -11.42 -3.94 3T -0.42 -3.11 ·1.24
4 -0.35 -1 1.06 -3.59 -0.45 -13.08 -5.60 4T -0.35 -2.76 -0.90
5 0.40 4.57 12.04 Roof an ~le 8 = 0.00
6 -0.29 -9.76 ·2.28
1E 0.70 10.69 18.17 -0.48 -13.70 -6.23
Surface Net Pressure with GC01 (+GCp,) (·GC01)
2E -1.07 -25.95 -18.48 -1.07 -25.95 -18.48 ST 0.40 1.14 3.01
3E -0.60 -16.23 -8.75 -0 53 -14.74 -7.27 6T -0.29 ·2.44 -0.57
4E -0.52 -14.62 -7.14 -0.48 -13.70 -6.23
SE 0.61 8.93 16.40
6E -0.43 -12.66 -5.19
Load Case A (Transverse) Load Case B {Longitudinal) Load Case A {Transverse) Load Case B {Longitudinal)
Basic Load Cases Torsional Load Cases
L -4
---
Basic Load Case A Transverse Direction Basic Load Case B Longitudinal Direction)
Area Pressure lk\ v,;th Area Pressure lk\ v,;th
Surface (ft') (+GCp;) (-GCp;)
Surface
(ft') (+GCP.) (-GCp.)
1 1546 8.93 20.48 Poverhang = -14.53 psf 2 1743 -31.48 -18.45
2 1743 -31.48 -18.45 (ASCE 7-16 28.3.3) 3 1743 -19.90 -6.87
3 1743 -21.68 -8.66
4 1546 -17.09 -5.54
1E 254 2.72 4.62
2E 287 -7.44 -5.30
3E 287 -4.66 -2.51
4E 254 -3.72 -1 .82
I: Horiz. 29.91 29.91
Vert. -63.90 -34.20
Min. vvind Horiz. 32.10 32.10
28.4.4 Vert. -63.60 -63.60
Torsional Load Case A (Transverse Direction)
Surface
1
2
3
4
1E
2E
3E
4E
1T
2T
3T
4T
Area
(ft')
646
728
728
646
254
287
287
254
900
1015
1015
900
Pressure lk\ v,;th
3.73 8.55
-13.15 -7.71
-9.06 -3.62
-7.14 -2.32
2.72 4.62
-7.44 -5.30
-4.66 -2.51
-3.72 -1.82
1.30 2.98
-4.58 -2.69
-3.16 -1.26
-2.49 -0.81
Total Horiz. Torsional Load, Mr
Torsion (ft-kl
60 138
-43 -25
30 12
115 37
88 149
-49 -35
30 16
120 59
-24 -56
17 10
-12 -5
-47 -15
285 285
Design pressures for components and cladding
p = qh[ (G Cp) -(G Cp;)]
where: p = pressure on component. (Eq. 30. 3-1, pg 334)
Pmin = 16.00 psf (ASCE 7-16 30.2.2)
G Cp = external pressure coefficient.
see table below. (ASCE 7-16 30.3.2)
0 = 11.73 °
Effective Zone 1 Zone 1'
Area (It') GC. -GC, GC, -GC,
Comp. 12 0.52 -2.00 -
Effective Zone 3 Zone 3e
Area (ft2) GC, -GC, GC, -GC,
12 . . 0.52 -2.89
Zone 1 Zone 1·
Comp. & Cladding P..itlve NMJative Positive N-live
Pressure 16.00 -45.25
( psf) Zone 3 Zone Je
Poaitlve I NeaatJve p..,.,,. Na,u,tJve
16.00 -63.66
5 1158 5.29 13.94
6 1158 -11 .29 -2.64
2E 287 -7.44 -5.30
3E 287 -4.23 -2.08
SE 260 2.32 4.27
6E 260 -3.30 -1.35
I: Horiz. 22.20 22.20
Vert. -51 .26 -21.94
Min. wind Horiz. 22.68 22.68
28.4.4 Vert. -63.60 -63.60
Torsional Load Case B (Longitudinal Direction\
Surface
2
3
5
6
2E
3E
SE
6E
5T
6T
Area
(ft')
1743
1743
449
449
287
287
260
260
709
709
Pressure lk\ v,;th
-31.48 -18.45
-19.90 -6.87
2.05 5.40
-4.38
-7.44
-4.23
2.32
-3.30
0.81
-1.73
-1.02
-5.30
-2.08
4.27
-1.35
2.13
-0.40
Torsion (ft-kl
-17 -10
11 4
21 56
45 11
53 38
-30 -15
55 102
79 32
-10 -27
-22 -5
Total Horiz. Torsional Load, Mr 184.2 184.2
Walls
Zone 2
GC. -GC,
. .
Zone 3r
GC, -GC.
0.52 -3.46
Zone 2
PosJtlve H-.natJve
Zone 3r
Pos/t/\le N-tlv•
16.00 -75.51
:i.e-;:_2~~ kp•-;3.!
I I I I
I I I I
2.1 -l2r 2rl -12. :] : :1:
I I I I
j,~2~j,-it~n~Je il
Roof 0,1• Roof o,P
Zone 2e Zone 2n Zone 2r
GC, -GC, GC, -GC. GC, -GC,
0.52 -2.00 0.52 -2.89 0.52 -2.89
Zone4 Zone 5
GC, -GC, GC. -GC.
0.99 -1.09 0.99 -1.37
Zone 2e Zone 2n Zone 2r
Poshlvo Ne,aatlve Poshlvo N11tnat/ve Poa/1/ve N.,,.,lve
16.00 -45.25 16.00 -63.66 16.00 -63.66
Zone 4 Zone s
Poaitlve N-.atlve Positive I N----.... (The Max Pressure
24.21 -26.28 24.21 -32.22 75.51 psf)
ASCE.
AMERK;AN SOClflY OF CIVIL ENGINEERS
Seismic
Site Soil Class:
Results:
D -Default (see Section 11 .4.3)
0.987 S01
0.36 T L :
1.2 PGA:
N/A
8
0.431
Fv : 0.517 N/A PGA M:
SMs 1.184 F PGA 1.2
SM1 N/A 18 :
Sos 0.79 Cv : 1.294
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Thu Feb 22 2024
Date Source: USGS Seismic Design Maps
https://ascehazardtool.org/ Page 2 of 3
L -5
Thu Feb 22 2024
~ LOVELACE
EN --1 ["Q "lG
STRU CfUPAL ENGINEER IN G SEAVICE S
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
SEISMIC BASE SHEAR II
Level
2
1
Period calculation
Overall Ht. System
24 All Other Systems
Ts=
Ta= Cch~ Ta =
TL=
Base Shear
System R
Wood Shear Walls 6.5
Site Class: F D l
SDS = 0.790
SDl = 0.466
S1 = I 0.360 1
ht. {ft.)
9
15
24 ft.
wx {lbs.)
76740
62380
Vertical Distribution
hx
24
15
Ct X
0.02 0.7S
0.589 s
0.217 s
8 s
Omega Cd
2.5
Cs =
W=
V=
k
1 I
1
I 1
4.5 1.0
0.122
139.12 k
16.91 k
Tot al Base Shear
wx•hxAk Cvx
1841760 0.66310946
935700 0.33689054
2777460
CK
8/8/2024
Page:
per ASCE 7, Fig. 22-14
per ASCE 712.8.1.1
Fx
k
11.2 k
5.7 k
Ta= Cthn x
Ta= 0.217
fV = 1.940 FROM TABLES & LINEAR
SM1 = S1 * fV
7' SD1/ 's = SDs
SM1 = 0.698
Ts= 0.589 SD1 = C2h)SM1
1.5Ts = 0.884051 SD1 = 0.466
:. Per exception 2 of ASCE 7 -16 section 11.4.8
Ta < 1.5Ts so C5 from equation 12.8 -2 can
be used and does not need to be factor ed.
INTERPOLATION
L-6
L -7
~ MCCULLOCH RESIDENCE CK
LOVELACE OFFSET DESIGN STUDIO 8/8/2024 ENGINEc ... Rl"'G
STRUCfV RAL EN GINEE RI NG SERVICES J24075 Page:
LATERAL STORY FORCES
Seismic
Level Fx (lbs.) Diaphragm Area (sf) ASD Story Load ( psf)
0 0.7
2 11212 2250 0.7 3.S
1 5696 2800 0.7 1.4
Wind
Direction N-S A-D
Force = 32.1 k Pressure= 15.3 psf
Level Ht. length area Trib. Ht. ASD diaph. Load
0
Ridge/Parapet 10 75 750 5 0.6 pit
2 9 75 675 14.5 0.6 133 pit
1 9 75 675 9 0.6 83 plf
2100 sf
Direction E-W 1-4
Force= 22.68 Pressure = 15.3 psf
Level Ht. length area Trib. Ht. ASD diaph. Load
Ridge/Parapet 10 53 530 5 0.6 plf
2 9 53 477 14.5 0.6 133 pit
1 9 53 477 9 0.6 83 pit
1484 sf
I~ LOVELACE
.,_.,... rt--( h:-Cll C
SIRUCfUR AL E N GI NEt,RING SERVI CE~
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
Level#
Lateral line
ROOF
2
A
Direction
N-S
WOOD SHEARWALL ANALYSIS & DESIGN
I
Area
1
2
3
4
SEISMIC LOAD
SDS = 0.79
p = 1.0
Story Load
SF
700
I
3.5
Factor
1.0
Total/2 = Seismic Load I
ADDITIONAL SEISMIC LOAD
line
Segment
L
H
H/l Ratio
Load Ratio
Load E
Adj. Load E
Load W
Adj. Load w
Unit Shear E
Unit Shear W
I
I
Load (lbs.) Offset Factor
I
Total Add. Load
Total Seismic load =
1
psf
Load (lbs)
>«11
1221 lbs.
Adjust. Load
0
1221 lbs.
WIND LOAD
Load Type L A ·D Load Type R
Load (pit) 133 Load (pit)
length l (ft.) 0 Length R (ft.)
Load l (lbs.) 0 Load R (lbs.)
Total/2 = Wind load 798 lbs.
ADDITIONAL WIND LOAD
line load (lbs.) Offset Factor ' Adjust. load
I I I
Total Add. Load 0
Total Wind Load = 798 lbs.
SHEAR
l
CK
8/8/2024
Page:
A·D
133
12
1596
Total Shear
Length (ft.)
0
L.
lbs.
llbs.
lbs.
plf
plf
Max Shear 0 PLF I USE# 1 Shear Wall ! Capacity= 260 plf
OTM E
OTMW
Wall Weight
Wall UDL
Unif. DL
Concen. DL
CDl loc.
DL Moment
DL Mom. E
DLMom.W
Net OT E
NetOTW
Uplift E
Add. Uplift E
Uplift W
Add. UpliftW
Tot. Uplift E
Tot. Uplift W
HD#
OVERTURNING
16
UPLIFT
I
t--f---l
I I
• • No HD required, by inspection
•• • See Perforated/ Force-Transfer Shearwall calculation
L --
I
#-ft.
#-ft.
psf
plf
plf
lbs.
1
ft.
#·ft.
#-ft.
#·ft.
'
#·ft.
#-ft.
lbs.
libs.
lbs.
lbs.
lbs.
lbs.
L -8
CIC 1306.3
STRUCTURAL E.N G I N fE A IN C !,ERVICE!.
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
level#
lateral line
ROOF
2
1
Direction
E-W
CK
8/8/2024
Page:
WOOD SHEARWALL ANALYSIS & DESIGN 11
Area
1
2
3
4
SEISMIC LOAD
sos= 0.79
p = 1.0
Story load
SF
1000
3.5
Factor
1.0
Total/2 = Seismic Load
psi
load (lbs)
"11
load Type l 1·4
load (plf) 133
Length l (ft.) 20
Load L (lbs.) I 2659
1744 lbs. Total/2 = Wind load
ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD
line load (lbs.) Offset Factor Adjust. Load line load (lbs.)
Total Add. load 0
Total Seismic load = 1744 lbs. Total Wind load =
SHEAR
Segment 1
l
H
H/l Ratio
Load Ratio
load E
Adj. load E
LoadW
Adj. load W • Unit Shear E
Unit Shear W I
Max Shear 0 PLF USE# 1 Shear Wall
OVERTURNING
OTM E
OTMW
Wall Weight 16
..
WallUDL
Unif. DL
Concen. DL
COL loc.
DL Moment
DL Mom. E
DLMom.W + Net OT E
Net OTW
UPLIFT
Uplift E
Add. Uplift E
Uplift W
Add. Uplift W --+ Tot. Uplift E
Tot. Uplift W
HD#
• • No HD required, by inspection
•• • See Perforated / Force-Transfer Shearwall calculation
WIND LOAD
load Type R 1-4
load (plf) 133
Length R (ft.) I 0
load R (lbs.) 0
1330 lbs.
Offset Factor Adjust. Load
Total Add. load 0
1330 lbs.
Total Shear
Length (ft.)
0
1 lbs.
lbs.
lbs.
i'bs.
plf
/plf
Capacity= 260 plf
l 1
#-ft.
#-ft.
psi
plf
plf
lbs.
ft.
#-ft.
l
#·ft.
#-ft.
#-ft. I #-ft.
lbs.
l
ibs.
lbs.
lbs.
I lbs.
libs.
L-9
Iv l'-IIIO
CK2306l
I~ LOVELACE ~ ENGINEERING
S TR UCfURAL E NG I N EEA!NG SERVIC ES
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
Level#
Lateral Line
FLOOR
1
A
Direction
N-S
WOOD SHEARWALL ANALYSIS & DESIGN 11
Area
1
2
3
4
SEISMIC LOAD
SDS = 0.79
p = 1.0
Story Load
SF
580
150
1.4
Factor
1.0
1.0
Total/2 = Seismic Load
ADDITIONAL SEISMIC LOAD
Line
A
Segment
L
H
H/L Ratio
Load Ratio
Load E
Adj. Load E
Load W
Adj. Load W
Unit Shear E
Unit Shear W
Load (lbs.) Offset Factor
1221 1.00
Total Add. Load
Total Seismic Load =
1 2
3 3.5
9 9
3.0 2.6 _,
0.46 0.54
803 937
1205 1205
673 785
481 561
402 344
160 160
psf
Load (lbs) WIND LOAD
826 Load Type L A-D Load Type R
214 Load (plf) 83 Load (plf)
0 Length L (ft.) 0 Length R (ft.)
0 Load L (lbs.) 0 Load R (lbs.)
520 lbs. Total/2 = Wind Load 660 lbs.
ADDITIONAL WIND LOAD
Adjust. Load Line Load (lbs.) Offset Factor Adjust. Load
1221 A 798 1.0 798
1221 Total Add. Load 798
1741 lbs. Total Wind Load = 1458 lbs.
SHEAR
-<-----
-f--
L-10
CK
8/8/2024
Page:
A-D
83
16
1321
Total Shear
Length (ft.)
7
lbs.
lbs.
lbs.
lbs.
plf
plf
ByP:1tio
CBC 2306.l
Max Shear 402 PLF I USE# 3 Shear Wall Capacity= 490 plf
OTM E
OTMW
Wall Weight
Wall UDL
Unif. DL
Concen. DL
CDL loc.
OLMoment
OLMom. E
OLMom.W
Net OT E
NetOTW
Uplift E
Add. Uplift E
Uplift W
Add. Uplift W
Tot. Uplift E
Tot. UpliftW
HD#
OVERTURNING
7230 8436 #-ft.
6057 7067 #-ft.
16 16 psf
144 144 plf
plf
lbs.
ft.
648 882 #-ft.
317 432 ~ 389 -'--529 I-
6913 8004
5669 6538
#-ft.
#-ft.
#-ft.
#-ft.
UPLIFT
2304 2287 lbs.
lbs.
1890 1868 lbs.
lbs.
2304 2287 lbs.
1890 1868 lbs. .. ..
• -No HD required, by inspection
•• -See Perforated/ Force-Transfer Shearwall calculation
~ LOVELACE
f"N'3HE NG
!,fRU CTUAAL E N G IN E.ERI NG S F AVICE~
Shear E 1741
Segment Adj. Shear E 2410
Adjust. Shear E 1741
ShearW 14S8
Adjust. Shear W 1042
Ll (ft.)
3.0
H above 2 ft.
H opening 4 ft.
H below 3 ft.
Total Height 9 ft.
OVERTURNING
OTM E 1S666 lb.-ft.
OTMW 13124 lb.-ft.
Wall Weight 32 psf
Wall UDL 288 plf
Uniform DL 20 plf
DL Moment 18634 lb.-ft.
DL Moment E 9119 lb.-ft.
DLMomentW 11180 lb.-ft.
Net OT E 6546 lb.-ft.
NetOTW 1944 lb.-ft.
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
Level#
Lateral line
FLOOR
1
A
FORCE TRANSFER SHEAR WALL II
w (ft.)
4.S
SHEAR
Net shear to segments, non-adjusted for segment ratio
Segment-adjusted shear per NDS 4.3.4
adjusted for overall H/L ratio of Force-Transfer Shear Wall
Net shear to segments, non-adjusted per CBC 2306.3
Adjusted shear value per CBC 2306.3
L2 (ft.)
3.S
Total
Length (ft.)
11
w
Perforated
Length (ft.)
7
Overall
H/L Ratio
0.8
Direction
N-S
Maximum
V 158 95 plf Strap Force 383
Strap Force 1 329 197 I bs.
v' 268 160 plf
Strap Force 2 383 229 I bs.
[JI JJ 11
,,,..._,
UPLIFT
Uplift E S95
Add. Uplift E
Uplift W 177
Add. Uplift W
Tot. Uplift E 595
Tot. Uplift W 177
HD# 1
I
I
I
I
I
I
bs.
bs.
bs.
bs.
bs.
bs.
Shear 268
Use C516
Use# 2
i,ow
v'(p\t)
L -11
CK
8/8/2024
Page:
lbs.
plf
strap
5hearWall
i ;;;::: LOVELACE V ENGINEERING
ST~UCTU A A L EN GIN EE R IN G SER VI CES
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
Level#
Lateral Line
floor
1
1
Direction
E-W
CK
8/8/2024
Page:
L -12
WOOD SHEARWALL ANALYSIS & DESIGN
Area
1
2
3
4
SEISMIC LOAD
SDS = 0.79
p = 1.3
Story Load
SF
1150
145
1.4
Factor
1.0
1.0
Total/2 = Seismic Load
psf
Load (lbs)
1638 Load Type L I 1 -4
206 Load (plf) 83
0 Length L (ft.) 20
0 Load L (lbs.) 1651
922 lbs. Total/2 = Wind Load
ADDITIONAL SEISMIC LOAD ADDITIONAL WIND LOAD
Line Load (lbs.) Offset Factor Adjust. Load Line Load (lbs.)
1 1744 1.00 1744 1 1330
Total Add. Load 1744
Total Seismic Load = 3466 lbs. Total Wind Load =
SHEAR
Segment 1 2
--
L 6.5 4
H 9 9
H/L Ratio 1.4 2.3
Load Ratio 0.62 0.38
Load E 2146 1320
Adj. Load E 1485 7 LoadW 1334 821
Adj. Load W 953 586 -
Unit Shear E 330 371
Unit Shear W 147 147
Max Shear 371 PLF I USE# 3 Shear Wall
OVERTURNING
OTM E 19311 11884
OTMW 12006 7388
Wall Weight 16 16
Wall UDL 144 144
Unit. DL
Concen. DL
CDL loc.
DL Moment 3042 1152
DL Mom. E 1489 564
DLMom. W 1825 691
Net OT E 17822 11320
NetOT W 10181 6697
UPLIFT
Uplift E 2742 2830
Add. Uplift E
Uplift W 1566 1674
Add. Uplift W -1---
Tot. Uplift E 2742 2830
Tot. Uplift W 1566 1674
HD# •• ..
• -No HD required, by inspection
•• -See Perforated/ Force-Transfer Shearwall calculation
WIND LOAD
Load Type R 1 -4
Load (plf) 83
Length R (ft.) 0
Load R (lbs.) 0
825 lbs.
Offset Factor Adjust. Load
1.0 1330
Total Add. Load 1330
2155 lbs.
Total Shear
Length (ft.)
11
lbs.
lbs. By Ro11k>
lbs.
lbs. CBC2l06 l
plf
plf
Capacity= 490 plf
#-ft.
#-ft.
psf
pit
pit
lbs.
ft.
#-ft. + #-ft.
#-ft.
1
#-ft.
#-ft.
lbs.
lbs.
lbs.
lbs. -lbs.
lbs .
LOVELACE
ENGINEERING
SfRUCf URAL E N C !NEERI N G SEAVI CES
Shear E
Segment Adj. Shear E
Adjust. Shear E
Shear W
Adjust. Shear W
H above 2
H opening 4
H below 3
Total Height 9
OVERTURNING
OTM E 31195
OTMW 19394 e-
Wall Weight 32
Wall UDL 288
Uniform DL 10
DL Moment 27155
DL Moment E 13290
DLMomentW 16293 -Net OT E 17905
NetOTW 3101
3466
1485
3466
2155
1539
Ll (ft.)
ft.
ft.
ft.
ft.
I
I
b.-ft.
b.-ft.
psf
plf
I
I
I
I
I
plf
b.-ft.
b.-ft.
b.-ft.
b.-ft.
b.-ft.
6.5
MCCULLOCH RESIDENCE
OFFSET DESIGN STUDIO
J24075
Level Name
Level#
Lateral Line
FLOOR
1
1
FORCE TRANSFER SHEAR WALL
w (ft.)
3.0
V
Strap Force 1
v'
Strap Force 2
SHEAR
Net shear to segments, non-adjusted for segment ratio
Segment-adjusted shear per NOS 4.3.4
adjusted for overall H/l ratio of Force-Transfer Shear Wall
Net shear to segments, non-adjusted per CBC 2306.3
Adjusted shear value per CBC 2306.3
L2 (ft.)
4.0
257
477
330
293
V ,.,._,
Total
length (ft.)
14
w
114
212
147
130
UPLIFT
Uplift E
Add. Uplift E
Uplift W
Add. Uplift W
Tot. Uplift E
Tot. Uplift W
HD#
Perforated
Length (ft.)
11
plf
lbs.
plf
lbs.
Overall
H/L Ratio
0.7
Strap Force
Shear
Use
Use#
II II
1326
230
1326
230
1
I
I
I
I
I
I
bs.
bs.
bs.
bs.
bs.
bs.
Direction
E-W
Maximum
477
330
CS16
2
L-13
CK
8/8/2024
Page:
lbs.
plf
strap
Shear Wall
v • YIL
v' • VJl'LIOJ
8fl2 • •V • ....CLllW> • fv'ot..:1)
LOVELACE
ENGINl=ERING
Joa J24015 -MCCULLOCH RESIDENCE
SHEETNO. ________ F-_I_ OF ______ _
CALCULATEDBY _______ C_._K_. _ DATE _____ _
STRUCTURAL ENGINEERING SERVICES CHECKEDBY __________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone 858.535.9111 • fax 858.535.1989 • www. lovelaceeng.oom SCALE _________________ _
FOUNDATION DESIGN
ALLOHABLE BEARIN6 PRESSURE, q= 1500 PSF (PER DESl6N CRITERIA)
CONTINUOUS PERIMETER 4 BEARIN6 HALL FOOTIN6S,
LOCATION: MAX CONTINUOUS FOOTING
H1= MAX LOAD
HIDTH REQ'D= (H1/q x 12) = 1e,17f'soo x 12
= 1815 PLF
= 15 IN
I USE: 15 11 HIDE X 18 11 DEEP HITH 2 # 4 TOP 4 BOTTOM I
LOCATION: ___________________ _
H1 = ____________________ = ___ PLF
HIDTH REQ'D= (H1 /q x 12) = = IN
1usE, II HIDE X II DEEP HITH TOP 4 BOTTOM I
LOCATION: ___________________ _
H 1= = PLF
HIDTH REQ'D= (H1/q x 12) = = IN
1usE, II HIDE X II DEEP HITH TOP 4 BOTTOM I
ISOLATED SPREAD FOOTIN6S: ( 2-STORY CONT. FTG. POINT LOADS )
MARK, (F-1)
P= CONT. FTG. CAPACITY (MIDWALL)
Aroq'd = P/q X 144= _5_6_2 .<.L7f's..,._o.,....o<--'-'-X--'l--'4---'4'------------
= 5625 LBS ti If = 540 SQ IN 15<1
USE: 0 PER PAD FOOTIN6 SCHEDULE 15"x36"=540in2
MARK: (F-2)
P= CONT. FTG. CAPACITY (ENDWALL)
A roq'd = P /q X 144= _3_2-'e,J(,u.5""'0""0'-'X-'--'-14_,_4--'--__________ _
USE: IZI PER PAD FOOTIN6 SCHEDULE
MARK, (F-3)
= 3281 LBS UJ = 315 SQ IN
15"x21"=315in2
P= 18" x 18" x 18" DEEP PAD FTG. CAPACITY = 3315 LBS
= 324 Aroq'd = P/q X 144= 331%;.l.6.L~x,_,_144.!-'--__________ _ SQ IN
USE: IZI PER PAD FOOTIN6 SCHEDULE 18"xl8"=324In2
LOVELACE Joa J24015 -MCCULLOGH RESIDENCE
SHEET NO f-2 OF -------E CALCULATEDBY _______ G_K __ DATE _____ _
STRUCT URAL ENG I NEERING SERVI CES CHECKED BY __________ DATE _____ _
10509 Vista Sorrento Parkway, Suite 102, San Diego, CA 92121
phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE __________________ _
FOUNDATION DESIGN
ALLOHABLE BEARIN6 PRESSURE, q= 1500 PSF (PER DESl6N CRITERIA)
ISOLA TED SPREAD FOOTIN6S:
MARK, (F-4)
P= 24" x 24" SQ. PAD FTG. CAPACITY = 6000 LBS
A req'd = P/q x 144= 6000 5Q.~x_,___,_14_,._4--'-------------_5_1_6_SQ IN 2411x2411 = 516in2
USE, ~ PER PAD FOOTIN6 SCHEDULE
MARK, (f-5)
P= 3011 x 30" SQ. PAD FTG. CAPACITY = 9315 LBS
A req'd = P/q X 144= q3,71's X 144 = CfOO SQ IN 30"x30"=900in2 ---------
USE: ~ PER PAD FOOTIN6 SCHEDULE
MARK, (F-b)
P= 3611 x 36" SQ. PAD FTG. CAPACITY = 13500 LBS
Areq'd = P/q x 144= l350~,.(i""'°""-'-'x_l,_44=---=--________ =_12_6_Cf_SQ IN 3611x3611=1296in2
USE: @J PER PAD FOOTIN6 SCHEDULE
MARK: (F-1)
P= 42" x 42" SQ. PAD FTG. CAPACITY = 18315 LBS
Areq'd = P/q x 144= _,_e3!___,_5,~"'----'-'x,___,__14.,__4.,____ _______ =_11_6_4_SQ IN 4211x4211 = 11641n2
USE: (£] PER PAD FOOT! N6 SCHEDULE
MARK, (F-B)
P= 48" x 48" SQ. PAD FTG_. _G_A_P_A_G_ITY _____ =_2_4_000LBS
A ,ea.'d = P/q x 144= .24000,{5 x 144 = 2304 SQ IN 4811x48"=23041n2
USE, [) PER PAD FOOTI N6 SCHEDULE