HomeMy WebLinkAbout1229 GOLD FLOWER RD; ; CBR2025-1935; PermitBuilding Permit Finaled
Residential Permit
Print Date: 05/12/2026
Job Address: 1229 GOLD FLOWER RD, CARLSBAD, CA 92011
Permit Type: BLDG-Residential Work Class:
Parcel#: 2145603500 Track#:
Valuation: $69,632.64 Lot#:
Occupancy Group: Project#:
#of Dwelling Units: Plan#:
Bedrooms: Construction Type:
Bathrooms: Orig. Plan Check#:
Plan Check#:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
Description: HOLIAN: (308 SF) INFILL ADDITION AT 2ND FLOOR
Applicant:
LOGAN ANDERSON
1106 2ND ST, # 561
ENCINITAS, CA 92024-5096
(619) 807-0640
FEE
BUILDING PLAN CHECK
Property Owner:
HOLIAN FAMILY TRUST HOLIAN
1229 GOLD FLOWER RD
CARLSBAD, CA 92011-3422
BUILDING PLAN REVIEW -MINOR PROJECTS (PLN)
SB1473 -GREEN BUILDING STATE STANDARDS FEE
SFD & DUPLEXES
STRONG MOTION -RESIDENTIAL (SMIP)
Addition
Total Fees: $2,422.15 Total Payments To Date: $2,422.15
Permit No:
Status:
{city of
Carlsbad
CBR2025-1935
Closed -Finaled
Applied: 08/06/2025
Issued: 10/03/2025
Finaled Close Out: 02/25/2026
Final Inspection: 02/25/2026
INSPECTOR: de Roggenbuke, Dirk
Cornair, Brad
Mcclane, Duncan
Contractor:
MODEL HOME INC1070 COMMERCE ST, # STE
F
SAN MARCOS, CA 92078-2626
(760) 682-5027
Balance Due:
AMOUNT
$893.10
$110.00
$3.00
$1407.00
$9.05
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and fi le the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project.
NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of
limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
( City of
Carlsbad
RESIDENTIAL BUILDING
PERMIT APPLICATION
FOR CITY USE l°~L Y
PC Noetf:Jf/%.-l7J>j
PC Deposit:~ J D
Valuation: tj ~ VJ£ e B-1 Date: J 7
This form shall be completed to initiate a residential building permit application.
Job Address: 1229 Gold Flower Rd Unit#: APN: 214-560-35-00 ----
Description of work: Infill addition at 2nd floor to an existing two-story single-family residence
Project Valuation:$ 51 ,026.36 Is there an active code enforcement violation on this site? 0 Y 5[] N
Are Planning permits required?: 0 Y 00 N Case File Nos.: ______________ _
Is there a manufactured home or mobile home at the job site?: 0 Y ral N (Refer to Form B-53)
Please indicate the type of application(s) requested and provide the applicable information:
Iii New SF: Living SF, 308 . Deck SF, . Patio SF, . Garage SF, ____ __,_
Is this to create a new ADU/JADU? □ Y [XI N. New fireplace? DY lxl N.
D Remodel: ______ SF of affected area. Is the area a conversion or change of use? D Y □ N.
D Pool/Spa: ______ SF. Additional Gas or Electrical Features? ____________ _
D Solar: ____ KW, _____ Modules. Mounted: □ Roof D Ground. Tilt: D Y □ N. RMA: □ Y □ N.
Battery: □ Y D N. Panel Upgrade: □ Y □ N. Electric Meter Number: ____________ _
D Plumbing, Mechanical, Electrical: ________________________ _
D Other: __________________________________ _
APPLICANT (PRIMARY CONTACT):
Name: Logan Anderson
Address: 1106 2nd St, STE 103, PMB 561
City: Encinitas State: CA Zip: 92024
Phone: 619-807-0640
Email: logan@marcelalogan.com
DESIGN PROFESSIONAL:
Name: Logan Anderson
Address: 1106 2nd St, STE 103, PMB 561
City: Encinitas State: CA Zip: 92024
Phone: 619-807-0640
Email: logan@marcelalogan.com
State License: C-34208 ------------
PROPERTY OWNER:
Name: Erin & Dan Holian
Address: 1229 Gold Flower Rd
City: Carlsbad State: CA Zip: 92011
Phone: 513-518-6132
Email: erinzholian@gmail.com
CONTRACTOR:
Name: Dustin Roller
Address: 701 CRESTVIEW CT
City: SAN MARCOS State:~ Zip: 92078
Phone: 760-682-5027
Email:INFO@MODELHOMEINC.COM
CSLB License#: ...;;.9_27_8;;_2-'6 ____ Class: GENERAL B
City Business License#: _______ _
Billing Party: D Applicant !XI Property Owner □ Contractor □ Other: _____________ _
Page 1 of 4 rev 8/25
The construction, addition, or alteration of buildings is governed by the California Contractors License Law
(commencing with Business Professions Code section 7000). The law has an exemption that allows a person who is
not a California Licensed Contractor to construct a single-family residential structure and engage in home
improvements and repairs, provided they meet certain requirements. (Form 8-61 provides information about the
requirements that apply to Owner-Builders makes you aware of your responsibilities and possible risk you may
incur by having a permit issued to an Owner-Builder.) Permits for multi-family projects are only to be issued to
California Licensed Contractors. Refer to Form 8-16 for other frequently asked questions.
SECTION 1: APPLICANT (PROPERTY OWNER, CONTRACTOR, OR AGENT) CERTIFICATIONS
CHECK EACH BOX
Ix] I/We certify that I/we have a legal right, interest, or entitlement to the use of the property that is the
subject of this application. Only the Property Owner or Owner's Agent may make or file the residential
building permit application. By signing this form, I/we warrant under penalty of perjury that I/we am
(are) lawful Agent(s) of the Property Owner(s). If a component of the project (in whole or in part) is
proposed in the common area or exterior of a condominium building or planned development, I
received permission from the Homeowners Association prior to filing the application.
I/We understand that State law mandates the Applicant to provide an estimated value of all work
proposed (Form 8-29). I/We hereby certify the construction valuation provided is accurate and includes
all proposed work such as all structural work, finish work, painting, roofing, electrical, plumbing,
heating, air conditioning, elevator, labor costs, and all permanent equipment and systems. If the
valuation is underestimated, the permit may be denied, unless the Applicant can show detailed
estimates to meet the approval of the Building Official.
I/We understand that State law requires construction to be done by a Licensed Contractor and the
Property Owner may apply for an Owner-Builder permit under an exemption from the law.
IX] A. If the Contractor is the Applicant, the License Contractor Declaration in Section 2
must be completed.
D B. If the Applicant is an Owner-Builder, an Owner-Builder affidavit is required and
must be submitted (Form 8-61 ). The License Contractor Declaration in Section 2 does
not need to be submitted.
IX! I/We have read this application form in its entirety and reviewed the building permit application and
the information I/we have provided is true and correct to the best of our knowledge. This certifies that
ownership, the description of the project, and the location and labeling of all easements, grading,
utilities, paving, and layout of a building site are accurate in all material respects as of the date when
made. I/We understand that it is my responsibility to ensure that statements and representations are
not misleading. I/We agree to promptly remove, correct, or add information as needed to correct any
misleading or materially inaccurate information. I/We understand that any misstatement or omission
of the requested information or of any information subsequently requested might be grounds for
rejecting the application, denying the application, suspending or revoking a permit issued on the basis
of these or subsequent representations, or for the seeking of such other and further relief as deemed
appropriate by the City of Carlsbad.
Page 2 of 4 rev 8/25
If a digital submittal is made or required, I/we certify that the submittal package includes digital fil es
t hat follow the cit y's electronic submissions standards.) Failure to submit correctly formatted electronic
files may result in the submittal being returned, which will delay intake and/or review.
I/We certify t hat I am (we are) aware of all permit requirements and will not willfully deviate from the
approved plan. I/We agree to comply with all applicable city and county ordinances and state laws
relating to building construction. I/We assume full responsibility for the satisfactory completion of all
work authorized under the permit(s), including work performed prior to assuming control.
~ After construction begins, I/we understand that a height certification, pad certification, or boundary
certification may need to be submitted to the Building Inspector, when required.
IX] I/We understand that a building permit application will expire If a permit has not been issued/obtained
within one year from the application date (original filing date), unless an extension of time has been
granted (Form B-25). With some limited exceptions, if a building permit application expires and there is
interest in proceeding with the same project, a new application will be required and the project will be
subject to new fees and regulations that are in effect at t he time the new application is submitted.
After submitting the application, the Billing Party designated as part of the application will be sent
future city invoices for above referenced building permit(s). I understand that if a permit fee or
development impact fee refund is issued, the check will be mailed to the financial responsible party
(the actual person or company that paid the invoice). If the information on file for the financially
responsible party is outdated or inaccurate, it must be corrected before the refund can be sent . Form
B-49B may be completed to update the financially responsible party's contact information.
I/We agree to waive, release, and discharge t he City of Carlsbad ("City") and its officers, elected or
appointed officials, employees, volunteers and agents (the "Indemnified Parties") from all claims and
demands, rights and causes of action of any kind with respect to the building permit application, the
purpose of which is to challenge, attack set aside, void, modify, or annul the approval or denial of the
application, or the processing thereof, except liability caused by the Indemnified Parties' sole
negligence or willful misconduct, in which case the indemnity received by the city shall be reduced by
the amount: (a) that the city's active negligence contributed to the liability on a comparative basis; or
(b) such other amount as may be required by law. This obligation is effective without reference to the
existence or applicability of any insurance coverages which may have been required by city or any
additional insured endorsements which may extend to Indemnified Parties. Property Owner(s) and
Applicant, on behalf of themselves and all parties claiming under or through them, waive all rights of
subrogation and contribution against the Indemnified Parties while acting within the scope of their
duties, from all claims, losses and liabilities arising out of or incident to activities or operations
performed, regardless of any prior, concurrent or subsequent passive negligence by the Indemnified
Parties.
By signing below, I/we acknowledge t hat I/we have completely read, understand, and agree to the declarat ions
above and ccept all rth herein.
Date:. ___ 1_0_1_11_2_0_2_5 __ _
Page 3 of 4 rev 8/25
' '
SECTION 2: CONTRACTOR CERTIFICATIONS
CHEO< EACH BOX
[Kl I hereby affirm under penalty of perjury that I am a licensed under provisions of Chapter 9
(commencing with section 7000) of Division 3 of the Business and Professions Code, and the license is
in full force and effect.
□ WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL AND SHALL
SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND
DOLLARS {$100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN
SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. Place a check mark next to the
declaration regarding the workers' compensation coverage that applies. Check only one (A), (B), or (C):
D A. I have and will maintain a certificate of consent to self-insure for workers'
compensation, issued by the Director of Industrial Relations as provided for by Section
3700 of the Labor Code, for the performance of the work for which this permit is
issued.
□ B. I have and will maintain workers' compensation insurance, 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:
IKl C. 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, and agree that, if I should become subject to the
workers' compensation provisions of Section 3700 of the Labor Code, I shall forth with
comply with those provisions.
D I hereby affirm under penalty of perjury that there is a construction lending agency for the
performance of the work for which this permit is issued (Civil Code section 3097). If not using a
construction lending agency write N/A: Lender: .;...Nc.:../A..;__ ________________ _
0 I understand that I will need a current Carlsbad business license to obtain the building permit.
By signing below, I acknowledge that I have completely read, understand, and agree to the declarations above
and accept all terms set forth herein . .:;z;~ Date: 101112s
Signature of Contractor
FOR CITY USE ONLY
Receipt Acknowledgement: ____________ _ Date:. _________ _
BUILDING STAFF
Page 4 of4 rev 8/25
( City of
Carlsbad
OWNERS
AUTHORIZED
AGENT FORM
B-62
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www .carlsbadca.gov
OWNER'S AUTHORIZED AGENT FORM
Only a property owner, contractor or their authorized agent may submit plans and applications for building
permits. To authorize a third-party agent to sign for a building permit, the owner's third party agent must bring
this signed form, which identifies the agent and the owner who s/he Is representing, and for what jobs s/he
may obtain permits. The form must be completed in its entirety to be accepted by the City for each separate
permit application.
Note: The following Owner's Authorized Agent form is required to be completed by the
property owner only when designating an agent to apply for a construction permit
on his/her behalf.
AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF
Excluding the Property Owner Acknowledgement, the execution of which I understand ls my personal responsibility,
I hereby authorize the following person{s) to-act as my agent(s) to apply for, sign, and file the documents necessary
to obtain an Owner-Builder Permit for my project.
1nnh addition at 2nd floor to an existing two-story slngle-family residence
Scope of Construction Project (or Description of Work): __________________ _
1229 Gold Flower Rd Project Location or Address: __________________________ _
. d Logan & Marcela Anderson 619-807-0640 Name of Authorize Agent: ________________ Tel No. ________ _
Address of Authorized Agent: 1106 Second St, STE 103, PMB 561
Encinitas, CA 92024
I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled
out the above information and certify Its accuracy.
P<opo,ty OWne,'s Slanatu,e, ~ lli (A GL-b.. Date, <? k IJ..e:,
l
PERMIT INSPECTION HISTORY for CBR2025-1935
Permit Type: BLDG-Residential Application Date: 08/06/2025 Owner: TRUST HOLIAN FAMILY TRUST
HOLIAN
Work Class: Addition Issue Date: 10/03/2025 Subdivision: CARLSBAD TCT#91-12 UNIT#02
Status: Closed -Finaled Expiration Date: 06/29/2026 Address: 1229 GOLD FLOWER RD
IVR Number: 65191 CARLSBAD, CA 92011
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector
Date Start Date Status
12/29/2025 12/29/2025 BLDG-14 304563-2025 Passed Dirk de Roggenbuke
Frame/Steel/Bolting/Weldi
ng (Decks)
Checklist Item
BLDG-Building Deficiency
COMMENTS
Partial pass for exterior wall only will need a frame
inspection for interior loft fill. Install encounter flash
windows as per plan and recall for an exterior wall
inspection.
11 /19/25 frame inspection only L TP fours at post to bottom
plate and that header. Recall for plumbing electrical and
mechanical inspection.
12/29/25 new beam at kitchen framing ok
12/31/2025 12/31/2025 BLDG-17 Interior
Lath/Drywall
3047 41-2025 Passed Dirk de Roggenbuke
Checklist Item COMMENTS
BLDG-Building Deficiency Not ready
12/31/25 pantry, dining area
Checklist Item COMMENTS
BLDG-Building Deficiency 12/31/25 pantry, dining area
2/25/2026 02/25/2026 BLDG-Final Inspection 309256-2026 Passed
Tuesday, May 12, 2026
Checklist Item
BLDG-Building Deficiency
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
COMMENTS
Duncan McClane
Re inspection
Passed
Yes
Passed
Yes
Passed
Yes
Passed
Yes
Yes
Yes
Yes
Yes
Inspection
Complete
Complete
Complete
Page 4 of 4
PERMIT INSPECTION HISTORY for CBR2025-1935
Permit Type: BLDG-Residential Application Date: 08/06/2025
Work Class: Addition Issue Date:
Status: Closed -Finaled Expiration Date:
IVR Number:
Scheduled Actual Inspection Type Inspection No.
Date Start Date
11/24/2025 11/24/2025 BLDG-13 Shear Panels/HD301820-2025
(ok to wrap)
Checklist Item
BLDG-Building Deficiency
Checklist Item
BLDG-Building Deficiency
BLDG-14 Frame-Steel-Bolting
Welding (Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
BLDG-44 Rough-Ducts
Dampers
COMMENTS
COMMENTS
12/16/2025 12/16/2025 BLDG-11 303619-2025
Tuesday, May 12, 2026
Foundation/Ftg/Piers
(Rebar)
Checklist Item
BLDG-Building Deficiency
Checklist Item
BLDG-Building Deficiency
COMMENTS
COMMENTS
10/03/2025
06/29/2026
65191
Inspection
Status
Passed
Passed
Owner: TRUST HOLIAN FAMILY TRUST
HOLIAN
Subdivision: CARLSBAD TCT#91-12 UNIT#02
Address: 1229 GOLD FLOWER RD
CARLSBAD, CA 92011
Primary Inspector Relnspection Inspection
Brad Cornair Complete
Passed
Yes
Passed
Yes
Yes
Yes
Yes
Yes
Brad Cornair Complete
Passed
Yes
Passed
Yes
Page 3 of 4
I
' PERMIT INSPECTION HISTORY for CBR2025-1935
Permit Type: BLDG-Residential Application Date: 08/06/2025 Owner: TRUST HOLIAN FAMILY TRUST
HOLIAN
Work Class: Addition Issue Date: 10/03/2025 Subdivision: CARLSBAD TCT#91-12 UNIT#02
Status: Closed -Finaled Expiration Date: 06/29/2026 Address: 1229 GOLD FLOWER RD
IVR Number: 65191 CARLSBAD, CA 92011
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
11/19/2025 11/19/2025 BLDG-14 301432-2025 Failed Brad Cornair Relnspection Incomplete
Frame/Steel/Bolting/lNeldi
ng (Decks)
Checklist Item
BLDG-Building Deficiency
Checklist Item
BLDG-Building Deficiency
COMMENTS
Partial pass for exterior wall only will need a frame
inspection for interior loft fill. Install encounter flash
windows as per plan and recall for an exterior wall
inspection.
11/19/25 frame inspection only L TP fours at post to bottom
plate and that header. Recall for plumbing electrical and
mechanical inspection.
COMMENTS
Not ready frame and meps inspection not completed
Passed
No
Passed
No
11/20/2025 11/20/2025 BLDG-84 Rough Combo 301565-2025 Partial Pass Brad Cornair Reinspection Incomplete
(14,24,34,44)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
BLDG-14 Frame-Steel-Bolting-Need fire blocking at exterior wall need to verify new duct No
Welding (Decks) added to system meets minimum requirements. Verify
AFCI and interconnected smoke detectors at final.
BLDG-34 Rough Electrical Yes
BLDG-44 Rough-Ducts-No
Dampers
11/24/2025 11/24/2025 BLDG-13 Shear Panels/HD301820-2025
(ok to wrap)
Passed Brad Cornalr
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
Tuesday,May12,2026
Complete
Page 2 of 4
Building Permit Inspection History Finaled
{city of
Carlsbad
PERMIT INSPECTION HISTORY for CBR2025-1935
Permit Type: BLDG-Residential Application Date: 08/06/2025 Owner: TRUST HOLIAN FAMILY TRUST
HOLIAN
Work Class: Addition Issue Date: 10/03/2025 Subdivision: CARLSBAD TCT#91 -12 UNIT#02
Status: Closed -Finaled Expiration Date: 06/29/2026
IVR Number: 65191
Address: 1229 GOLD FLOWER RD
CARLSBAD, CA 92011
Scheduled
Date
10/17/2025
Actual Inspection Type
Start Date
10/17/2025 BLDG-11
Foundation/Ftg/Piers
(Rebar)
Checklist Item
Inspection No.
298536-2025
COMMENTS
BLDG-Building Deficiency
Inspection
Status
Passed
Primary Inspector
Brad Cornair
10/31/2025 10/31/2025 BLDG-13 Shear Panels/HD299855-2025
(ok to wrap)
Failed Brad Cornair
Checklist Item
BLDG-Building Deficiency
Checklist Item
BLDG-Building Deficiency
COMMENTS
Partial pass for exterior wall only will need a frame
inspection for interior loft fill. Install encounter flash
windows as per plan and recall for an exterior wall
inspection.
COMMENTS
Install windows and counter flash recall exterior wall
inspection
11/10/2025 11/10/2025 BLDG-13 Shear Panels/HD300718-2025 Partial Pass Dirk de Roggenbuke
(ok to wrap)
Checklist Item
BLDG-Building Deficiency
Checklist Item
BLDG-Building Deficiency
COMMENTS
COMMENTS
Install windows and counter flash recall exterior wall
inspection
11/10/25 bottom windows, and slider install installed with
flashing, two top windows not installed
11/19/2025 11/19/2025 BLDG-14 301432-2025 Failed Brad Cornair
Frame/Steel/BoltingfWeldi
ng (Decks)
Checklist Item COMMENTS
BLDG-Building Deficiency Not ready
Tuesday, May 12, 2026
Reinspection Inspection
Complete
Passed
Yes
Reinspection Incomplete
Passed
Yes
Passed
No
Reinspection Incomplete
Passed
No
Passed
No
Reinspection Incomplete
Passed
No
Page 1 of 4
lrue North
COMPLI A NC E SERVICE S
September 25, 2025
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
City of Carlsbad -FINAL REVIEW
City Pennit No: CBR2025-l 935
True North No.: 25-018-788
Carlsbad, CA 92008
Plan Review: Infill Addition to Second Floor Address: 1229 Gold Flower Rd
Applicant Name: Logan Anderson Applicant Email: logan@marcelalogan.com
OCCUPANCY AND BUILDING SUMMARY:
Occupancy Groups: R-3
Occupant Load: N/ A
Type of Construction: V-B
Sprinklers: No
Stories: 2
Area of Work (sq. ft.): 308 sq. ft.
The plans have been reviewed for coordination with the permit application.
Valuation: Confirmed
Scope of Work: Confirmed
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.
3.
Drawings: One (l) copy dated September 16, 2025, by Logan Thane Anderson.
Structural Calculations: One (1) copy dated July 25, 2025, by Christopher M. Cobb.
Other Documents: One ( l) copy dated August 5, 2025, by City of Carlsbad.
The 2022 California Building, Mechanical, Plumbing, and Electrical 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.
We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any
questions or ifwe can be of further assistance.
Sincerely,
True North Compliance Services
Review By: Emily Wilson -Plan Review Engineer
Quality Review By: Areli Sanchez -Plan Review Supervisor
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
True North
COMPLIANCE SERVICES
August 18, 2025
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
City of Carlsbad-FIRST REVIEW
City Permit No: CBR2025-l 935
True North No.: 25-018-788
Carlsbad, CA 92008
Plan Review: Infill Addition to Second Floor
Address: 1229 Gold Flower Rd, Carlsbad CA
Applicant ame: LOGAN ANDERSON Applicant Email: logan@marcelalogan.com
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 August 4, 2025, by Marcela & Logan, Architects INC.
2. Structural Calculations: Electronic copy dated July 25, 2025, by Chrism Cobb.
3. CAP: Electronic copy dated August 5, 2025, by Logan Anderson.
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
See Notes Below
Confirmed
Notes: The plans indicate replacement of first floor doors and windows which was not included in the
permit application.
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: Emily Wilson -Plan Review Engineer
Quality Review By: Areli Sanchez -Plan Review Supervisor
Plan Review Comments
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562. 733.8030
Infill Addition to Second Floor
1229 Gold Flower Rd
August 18, 2025
ARD COPY -RESUBMITT AL INSTRUCTIONS:
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2025-1935
True North No.: 25-018-788
Page2
Please do not resubmit plans until aIJ departments have completed their reviews. For status, please
contact building@carlsbadca.i::ov
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 proj ects). 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.
o 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.
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. l and CBPC 6735. This
item will be verified prior to plan approval.
E. If you have any questions regarding the comments below, please contact Emily Wilson via email
emilyw@tncservices.com or telephone (562) 733-8030.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups:
Occupant Load:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
R-3
NIA
V-B
No
two
(308 second floor addition) sq. ft.
InftlJ Addition to Second Floor
1229 Gold Flower Rd
August 18, 2025
ARCIDTECTURAL COMME TS:
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2025-1935
True North No.: 25-018-788
Page3
Al. Sheet AOOO. Project Description. Please update to include the work proposed at the fust floor (the
replacement of doors and windows).
' ., ...
I I
' '
■ 1STFLOORO£MO~~ C)
+;~· --I . ~=4
.................. -···••···--j
A2. Sheet A 101. First Floor Plan. Safety glazing is required where the glazing is within 24 inches of either
side per CRC R308.4.2. Please revise window (01) to be tempered, if applicable. If not applicable, please
provide dimensions to confirm exemption.
---+--
A3. Sheet A 101. First Floor Plan. Provide a 3 ft minimum landing at the exterior side of exterior doors per CRC
R3 l l.3. Landing elevation shall not be more than 7.75" lower than the top of the threshold. The slope of
the landing shall not exceed 2%.
(E)FAIII.Y
r-r r
I I u
.....
A4. Sheet Al 02. Second Floor Plan. Window (03) is provided as the emergency escape and rescue opening in
the bedroom. Please specify the window opening to have the bottom of the clear opening to be 44 inches
maximum, measured from the floor. CRC R310.2.
l=--i-~I
I •='-'--+----'
Infill Addition to Second Floor
1229 Gold Flower Rd
City of Carlsbad-FIRST REVIEW
City Permit No.: CBR2025-1935
True North No.: 25-0 18-788
Page 4
August 18, 2025
ENERGY COMPLIANCE COMMENTS:
Tl.
T2.
Revise plan to show interior lighting fixtures that are not controlled by occupancy or vacancy sensors to be
equipped with dimming controls. CEnergyC 150.0 (K)(2)(F)
9
""
Sheet AIOI & Al 02. Specify all new and altered windows to have a maximum U-factor of0.30 and max.
SHGC of0.23. Per the Title-24 Certificate of Compliance Form.
STRUCTURAL COMMENTS:
General:
S 1. The following shall be addressed instead of providing Geotech report.
Plans:
a) Depth of foundation below natural grade shall not be less than 24 inches for foundation.
b) Foundation construction shall be reinforced with at least four #5 reinforcing bars. Two bars shall
be placed within four (4) inches of the bottom of a cleaned foundation footing and two bars shall
be within four ( 4) inches of the top of the foundation.
c) Isolated footings shall be tied with a grade beam.
d) Design shall be based on CBC Table 1806.2 Material Class 5 and using a maximum 1,500 psf
bearing capacity and 100 psf passive resistance. When exposed to sulfates, structural concrete
should be based on a soluble sulfate exposure severity classification of"Severe" in accordance with
ACI-318, Table 4.3 .1, and consist of 4500 psi, water/cement ratio of 0.45, and Type V cement for
all concrete in contact with soil. Please update concrete notes on Sheet S-1.0 to comply.
e) Doweling of the new foundation and slabs into existing foundation and slabs to resist the
movements of expansive soil is required. Dowels shall be a minimum of six (6) inches into the
existing concrete and a minimum of24 inches into the new concrete with number three (3) bars at
18 inches on center, each way. Please revise detail l/S3.0 to comply.
S2. Sheet S-1.0. Please update the structural design criteria to reference 2022 CBC.
OIIC
S3. Sheet S-3.0. Detail l. Please provide a minimum 3" concrete cover for reinforcement.
Infill Addition to Second Floor
1229 Gold Flower Rd
August 18, 2025
(N)FTG
PfR PIAN
Structural Calculations:
..
(N)f()OTit.G TO fl}
tNltRSICTING nc. ... LU ~
City of Carlsbad-FIRST REVIEW
City Perm.it No.: CBR2025-1935
True North No.: 25-018-788
Page 5
S4. Please update the code references to reference ASCE 7-16 & IBC 2021.
I Code References
If you have any questions regarding the above comments, please contact Emily Wilson via email
emilyw@tncservices.com. or telephone (562) 733-8030.
[END]
rxl MORGAN
bM:I STRUCTURAL
www.morganstructural.com
chris@morganstructural.com (919) 914-2043
jeff@morganstructural.com (760) 690-7454
Date: 7/25/2025
Engineer: Chris Cobb, SE
Job#: 25.127
STRUCTURAL CALCULATIONS
FOR THE
HOLIAN INFILL
1229 GOLD FLOWER ROAD
CARLSBAD, CA 92 011
01.()
ON LOO
MN o-
(0~
I.() a:,
s::t' ..--
N
Lt)
M en
~ I
Lt)
N
0
N ~ en
(.)
rx7 MORGAN
bM:I STRUCTURAL
www.morganstructural.com
chris@morganstructural.com (919) 914-2043
jeff@morganstructural.com (760) 690-7454
TABLE OF CONTENTS
GRAVITY DESIGN
Roof, Floor & Wall Weights ....................................................................................... l
Roof Key Plan ........................................................................................................... 3
Roof Framing ........................................................................................................... 4
Level 2 Floor Key Plan .............................................................................................. 7
Floor Framing ........................................................................................................... 8
LATERAL DESIGN
ASCE Hazard Analysis ............................................................................................ l 7
Base Shear Analysis ................................................................................................ l 8
Shear Wall Analysis ................................................................................................ 24
FOUNDATION DESIGN
Key Plan ................................................................................................................. 26
Foundation Design ................................................................................................. 27
REFERENCES
Available As-Builts .................................................................................................. 30
project: Hogen Garage
~ MORGAN location: Carlsbad STRUCTURAL
REFERENCE 2022 California BuildinQ Code
Typical Roof Loads:
Asphalt Shingle Roof
5/8" Sheathing
Framing
Insulation
5/8" Gyp Board Ceiling
Misc
Typical Floor Loads:
Flooring
3/4" Sheathing
Framing
Insulation
5/8" Gyp Board Ceiling
Misc
Typical Deck Loads:
Elastomeric Waterproofing
3/4" Sheathing
Framing
7/8" Plaster Ceiling
Misc
ding Weights & Base Shear-Holian, Floor and Wall Weights 1
by: sheet no:
CMC
date: job no:
07/25/25 24.127
6.0 psf
1.9 psf
4.0 psf
1.0 psf
2.8 psf
4.3 est
20.0 psf DL: 20.0 psf
RLL: 20.0 psf
7.0 psf
2.5 psf
4.0 psf
1.0 psf
3.0 psf
2.5 est
20.0 psf DL: 20.0 psf
LL: 40.0 psf
0.5 psf
2.3 psf
4.0 psf
12.0 psf
2.2 est
21.0 psf DL:, 21.0 psf
LL: 60.0 psf
fXl MORGAN ~ STRUCTURAL
jeff@morganstructural.com
(760) 690-7454
HOLIDAN INFILL
1229 GOLD FLOWER ROAD
CARLSBAD, CA 92011
2
DATE: 7/25/25
PROJECT #: 25.127
chris@morganstructural.com
(919) 914-2023
2
Project Title:
Engineer:
Project ID:
Project Descr:
I Wood Beam
UC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: 8-5.1
I Code References
Governing Code : IBC 2021
Referenced Design Standard(s): NOS 2018
Morgan Structural Engineering
Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)
Material Properties
Analysis Method : Allowable Stress Design
load Combination ASCE 7-22 / IBC 2024 (l <=100psf)
Wood Species
Wood Grade
Douglas Fir-larch
No.1 & Better
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
0 0 5 Lr 0.4
Span= 6.50 ft
1,200.0 psi
1,200.0 psi
1,550.0 psi
625.0psi
180.0 psi
800.0 psi
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
E : Modulus of Elasticity
Ebend-xx 1,800.0ksi
Eminbend -xx 660.0ksi
Density 31.210pcf
2
Applied Loads Service loads entered. load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0250, Lr= 0.020 ksf, Tributary Width= 20.0 ft
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.737: 1 Maximum Shear Stress Ratio = 0.383 : 1
Section used for this span 6x8 Section used for this span 6x8
fb: Actual = 1,106.18psi fv: Actual = 86.18 psi
F'b = 1,500.00 psi F'v = 225.00 psi
load Combination l oad Combination
+D+Lr +D+Lr
location of maximum on span = 3.250ft l ocation of maximum on span = 5.883 ft
Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1
l Maximum Deflection
Max Downward Transient Deflection 0.046 in Ratio= 1679 >=360 Span: 1 : Lr Only
Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a
Max Downward Total Deflection 0.104 in Ratio= 746 >=240 Span: 1 : +D+Lr
Max Upward Total Deflection 0 in Ratio= 0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination IIJ!ax S!ress Ra!10s Moment l7alues Sfiear l7alues
Segment length Span# M V CD CM cl Clx CE Cfu C i Cr M fb F'b V fv F'v
DOnly 0.0 0.00 0.0 0.0
Length = 6.50 ft 0.569 0.296 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.64 614.5 1,080.0 1.32 47.9 162.0
+D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 6.50 ft 0.737 0.383 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.75 1,106.2 1,500.0 2.37 86.2 225.0
+D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 6.50 ft 0.656 0.340 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.23 983.3 1,500.0 2.11 76.6 225.0
+0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0
Length = 6.50 ft 0.192 0.100 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.58 368.7 1,920.0 0.79 28.7 288.0
3
3
!Wood Beam
UC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: B-5.1
Overall Maximum Deflections
Span Load ComblnaUon
1 +D+Lr
Vertical Reactions
Load Combination
Max Upward from all load Cond,tlons
Max Upward from load Combinations
Max Upward from Load Cases
DOnly
+D+Lr
+D+0.750Lr
+0.60D
Lr Only
Project Title: 4
Engineer:
Project ID:
Project Descr:
Project File: 25.127 Holian.ec6
Morgan Structural Engineering (c) ENERCALC, LLC 1982-2025
Max. Location Load Combination Max. location
·-· Deft in Span •+· Dell in Span
0.1045 3.274 0.0000 0.000
Support notation : Far left is # 1 Values in KIPS
Support 1 Support 2
2.925 2.925
2.925 2.925
1.625 1.625
1.625 1.625
2.925 2.925
2.600 2.600
0.975 0.975
1.300 1.300
4
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
UC#: KW-06016107, Build:20.25.06.16 Morgan Structural Engineering
DESCRIPTION: B-5.2
I Code References
Governing Code : IBC 2021
Referenced Design Standard(s) : NDS 2018
Load Combination Set: ASCE 7-22 / IBC 2024 (L<=100psf)
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-22 / IBC 2024 (L<=100psf)
Wood Species
Wood Grade
Douglas Fir-Larch
No.1 & Better
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
0(2) Lr(2)
D 0.05 Lr 0.04
Span • 6.50 ft
1,200.0psi
1,200.0 psi
1,550.0 psi
625.0psi
180.0 psi
800.0 psi
Project File: 25.127 Hollan.ec6
(c) ENERCALC, LLC 1982-2025
E : Modulus of Elasticity
Ebend-xx 1,800.0ksi
Eminbend -xx 660.0ksi
Density 31.210pcf
2
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0250, Lr= 0.020 ksf, Tributary Width= 2.0 ft
Point Load : D = 2.0, Lr = 2.0 k @ 2.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.919 1 Maximum Shear Stress Ratio
Section used for this span 6x8 Section used for this span
fb: Actual = 1,378.93psi fv: Actual
F'b = 1,500.00psi F'v
Load Combination Load Combination
•D•Lr
Location of maximum on span = 2.016ft Location of maximum on span
Span # where maximum occurs = Span# 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.051 in Ratio= 1521 >=360 Span: 1 : Lr Only
Max Upward Transient Deflection O in Ratio= 0 <360 n/a
Max Downward Total Deflection 0.104 in Ratio= 752 >=240 Span: 1 : +D•Lr
Max Upward Total Deflection O in Ratio= 0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination l'iilax Slress Ral1os l'iilomenl IJalues
Segment Length Span# M V CD CM Ct Clx CE Cfu Ci Cr M fb
DOnly
Length = 6.50 ft 0.643 0.340 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.99 694.7
•D•Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00
Length = 6.50 ft 0.919 0.486 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.93 1,378.9
•D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00
Length m 6.50 ft 0.805 0.426 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.19 1,207.9
+0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00
5
Design OK
= 0.486 : 1
6x8
= 109.32 psi
= 225.00 psi
•D•Lr
= 0.000 ft
= Span# 1
---
Sfiear IJalues
F'b V fv F'v
0.0 0.00 0.0 0.0
1,080.0 1.52 55.1 162.0
0.0 0.00 0.0 0.0
1,500.0 3.01 109.3 225.0
0.0 0.00 0.0 0.0
1,500.0 2.63 95.8 225.0
0.0 0.00 0.0 0.0
5
I Wood Beam
UC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: B-5.2
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length Span #
Length= 6.50 ft 1 0.217 0.115 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00
Overall Maximum Deflections
Span Load Combination Max. Location Load Combination
•.• Deft in Span
1 +D+Lr 0.1037 2.965
M
1.79
Vertical Reactions Support notation : Far left is #1
Load Combination
Max Upward from all Load Cond,llons
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+Lr
+D+0.750Lr
+0.600
Lr Only
Support 1 Support 2
3.062 1.523
3.062 1.523
1.547 0.778
1.547 0.778
3.062 1.523
2.683 1.337
0.928 0.467
1.515 0.745
6
6
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
fb F'b V
416.8 1,920.0 0.91 33.1 288.0
Max. Location
·+· Defl in Span
0.0000 0.000
Values in KIPS
rx1 MORGAN ~ STRUCTURAL
jeff@morganstructural.com
(760) 690-7454
ffiP
xruv..-
(0
t• ltlVIStDOPNG t
HOLIDAN INFILL
1229 GOLD FLOWER ROAD
CARLSBAD, CA 92011
. ·, .
~"
®
7
DATE: 7/25/25
PROJECT#: 25.127
chris@morganstructural.com
(919) 914-2023
ffi ~.
.---..u-•-•
I
I I
I
I
7
r
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
LIC#: KW-06016107, Build:20.25.06.16
DESCRIPTION: 8-1
Morgan Structural Engineering
J Code References
Governing Code : IBC 2021
Referenced Design Standard(s): NDS 2018
Load Combination Set: ASCE 7-22 / IBC 2024 (L<=100psf)
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-22 / IBC 2024 (L<=100psf)
Wood Species
Wood Grade
Beam Bracing
Boise Cascade
Versa Lam 3100
Beam is Fully Braced against lateral-torsional buckling
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
3,100.0psi
3,100.0 psi
3,000.0psi
750.0 psi
285.0psi
2,100.0 psi
Project File: 25.127 Holian.ec6
{c) ENERCALC, LLC 1982-2025
E : Modulus of Elasticity
Ebend-xx 2,000.0ksi
Em in bend -xx 1,036.83 ksi
Density 41 .760pcf
2 3
Span = 19.0 ft Span = 2.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 6.0 ft
Load for Span Number 2
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 6.0 ft
Point Load : D = 0.420, L = 0.860 k @ 2.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.461: 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span
fb: Actual = 1,431.09psi fv: Actual
F'b = 3,103.61 psi F'v
Load Combination Load Combination
+O+L
Location of maximum on span ::; 19.000ft Location of maximum on span
Span # where maximum occurs ::; Span# 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.227 in Ratio= 1002>=360 Span: 1 : L Only
Max Upward Transient Deflection -0.003 in Ratio= 8124 >=360 Span: 2 : L Only
Max Downward Total Deflection 0.341 in Ratio= 668 >=240 Span: 1 : +D+L
Max Upward Total Deflection -0.004 in Ratio= 5416>=240 Span: 2 : +D+L
Maximum Forces & Stresses for Load Combinations
Load Combination Max Slress Ra!1os Momeni !Jalues
Segment Length Span# M V CD CM cl CLx CE Cfu Ci Cr M fb
DOnly
Length = 19.0 ft 1 0.171 0.230 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.90 477.0
Length = 2.0 ft 2 0.171 0.230 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.90 477.0
+D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00
Length = 19.0 ft 1 0.461 0.622 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 14.71 1,431.1
8
=
=
=
::;
::;
F'b
0.0
2,793.2
2,793.2
0.0
3,103.6
0.622 : 1
5.25x11.875
177.17 psi
285.00 psi
+D+L
19.000 ft
Span# 1
Sliear 'values
V fv F'v
0.00 0.0 0.0
2.45 59.1 256.5
2.45 59.1 256.5
0.00 0.0 0.0
7.36 177.2 285.0
8
I Wood Beam
UC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: B-1
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length
Length = 2.0 ft
+D+0.750L
Length= 19.0 ft
Length = 2.0 ft
+0.600
Length= 19.0 ft
Length = 2.0 ft
1
2
1
2
V CD CM
0.622 1.00 1.00
1.00
0.307 0.414 1.25 1.00
0.307 0.414 1.25 1.00
1.00
0.058 0.078 1.60 1.00
0.058 0.078 1.60 1.00
Overall Maximum Deflections
Span
1 +D+L
2
Load CombinaUon
Ct Clx
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
Max.
"." Defl
0.3412
0.0000
cf Cfu c i Cr
1.001 1.00 1.00 1.00
1.001 1.00 1.00 1.00
1.001 1.00 1.00 1.00
1.001 1.00 1.00 1.00
1.001 1.00 1.00 1.00
1.001 1.00 1.00 1.00
1.001 1.00 1.00 1.00
Location Load Combination
in Span
8.279
8.279 +D+L
14.71
12.26
12.26
2.94
2.94
Vertical Reactions Support notation : Far left is # 1
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
Max Downward from all Load Conditions (Resisting Uplift)
Max Downward from Load Combinations (Resisting Uplift)
Max Downward from Load Cases (Resisting Uplift)
DOnly
+D+L
+D+0.750L
+0.600
LOnly
Support 1 Support 2 Support 3
2.646 11.912
2.646 11.912
1.764 7.941
0.882
2.646
2.205
0.529
1.764
3.971
11.912
9.927
2.382
7.941
-5.717
-5. 717
-3.805
-1.912
-5.717
-4.766
-1.147
-3.805
9
9
Project File: 25.127 Hollan.ec6
(c) ENEACALC, LLC 1982-2025
F'b V fv F'v
1,431.1 3,103.6 7.36 177.2 285.0
0.0 0.00 0.0 0.0
1,192.6 3,879.5 6.14 147.6 356.3
1,192.6 3,879.5 6.14 147.6 356.3
0.0 0.00 0.0 0.0
286.2 4,965.8 1.47 35.4 456.0
286.2 4,965.8 1.47 35.4 456.0
Max. Location
"+" Defl in Span
0.0000 0.000
-0.0044 0.849
Values in KIPS
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
UC#: KW-06016107, Build:20.25.06.16
DESCRIPTION: B-2
Morgan Structural Engineering
I Code References
Governing Code : IBC 2021
Referenced Design Standard(s): NOS 2018
Load Combination Set: ASCE 7-22 / IBC 2024 (L<=100psf)
Material Properties
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-22 / IBC 2024 (L<=100psf)
Fb +
Fb -
3,100.0 psi
3,100.0psi
3,000.0psi
E : Modulus of Elasticity
Ebend-xx 2,000.0ksi
Fe -Prll
Fe -Perp
Fv
Eminbend -xx 1,036.83 ksi
Wood Species
Wood Grade
Beam Bracing
Boise Cascade
Versa Lam 3100
Fl
Beam is Fully Braced against lateral-torsional buckling
D 02
0115 l032
750.0psi
285.0psi
2,100.0 psi Density
---··----_-·----. . ---
--. -.. -----~ --~
41 .760pcf
. • • -.
Span• 11.330 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 8.0 ft, (Fir)
Uniform Load : D = 0.20 , Tributary Width = 1.0 ft, (Wall)
Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 3.0 ft, (Fir)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
=
F'b =
Load Combination
0.691 1
3.5x11.875
2,151.74psi
3,103.46 psi
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span =
Span # where maximum occurs =
+D+L
5.665ft
Span# 1
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.191 in
0 in
0.351 in
O in
Ratio= 713>=360
Ratio= 0<360
Ratio= 387>=240
Ratio= 0<240
Maximum Forces & Stresses for Load Combinations
Load Combination IIJlax Slress Ralios
Segment Length Span# M V CD CM Ct CLx CE Cfu
DOnly
Length = 11.330 ft 1 0.352 0.278 0.90 1.00 1.00 1.00 1.001 1.00
+D+L 1.00 1.00 1.00 1.001 1.00
Length = 11.330 ft 0.693 0.549 1.00 1.00 1.00 1.00 1.001 1.00
+D+0.750L 1.00 1.00 1.00 1.001 1.00
Length = 11.330 ft 0.479 0.379 1.25 1.00 1.00 1.00 1.001 1.00
10
Span: 1 : L Only
nla
Span: 1 : +D+L
n/a
IIJlomenl 'i7alues
C i Cr M fb
1.00 1.00 6.74 982.3
1.00 1.00
1.00 1.00 14.76 2,151.7
1.00 1.00
1.00 1.00 12.76 1,859.4
=
=
F'b
0.0
2,793.1
0.0
3,103.5
0.0
3,879.3
0.549: 1
3.5x11.875
156.45 psi
285.00 psi
+D+L
10.379 ft
Span# 1
Sfiear 'i7alues
V fv F'v
0.00 0.0 0.0
1.98 71.4 256.5
0.00 0.0 0.0
4.34 156.5 285.0
0.00 0.0 0.0
3.75 135.2 356.3
10
!Wood Beam
LIC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: B-2
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length V
+0.600
Length = 11.330 ft 0.119 0.094
Overall Maximum Deflections
Span Load Combination
1 +O+L
Vertical Reactions
Load Combination
Max Upward from all Load Cond1t10ns
Max Upward from Load Combinations
Max Upward from Load Cases
OOnly
+O+L
+0+0.750L
+0.60D
LOnly
CD
1.60
CM Ct CLx cf Cfu ci Cr
1.00 1.00 1.00 1.001 1.00 1.00 1.00
1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.04
Max. Location Load Combination
·-• Oefl In Span
0.3508 5. 706
Support notation : Far left is #1
Support 1 Support 2
5.212 5.212
5.212 5.212
2.833 2.833
2.379 2.379
5.212 5.212
4.504 4.504
1.428 1.428
2.833 2.833
11
11
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
F'b V fv F'v
0.0
589.4 4,965.5
0.00 0.0 0.0
1.19 42.9 456.0
Max. Location
"+" Dell In Span
0.0000 0.000
Values in KIPS
I Wood Beam
LIC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: B-3
J Code References
Governing Code: IBC 2021
Referenced Design Standard(s): NOS 2018
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Load Combination Set : ASCE 7-22 / IBC 2024 {L<=100psf)
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-22 / IBC 2024 (L<=100psf)
Wood Species
Wood Grade
Douglas Fir-Larch
No.1
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling
D(0.3) (0.61) D(0.24 L(0.5)
D 0.12 L 0.24
Span= 6.50 ft
1350 psi
1350 psi
925psi
625psi
170 psi
675 psi
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
E : Modulus of Elasticity
Ebend-xx 1600ksi
Eminbend -xx 580ksi
Density 31.21 pcf
2
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width= 6.0 ft
Point Load : D = 0.240, L = 0.50 k @ 3.0 ft
Point Load: D = 0.30, L = 0.610 k@ 2.0 ft, (B-4)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
=
=
0.70Q 1
6x8
945.59psi
1,350.00psi
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span =
Span # where maximum occurs =
+O+L
2.989ft
Span# 1
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.063 in
O in
0.094 in
O in
Ratio= 1234>=360
Ratio= 0 <360
Ratio= 827>=240
Ratio= 0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination lvlax S!ress Ralios
Segment Length Span# M V CD CM Ct CLx CE Cfu
0 Only
Length = 6.50 ft 1 0.257 0.155 0.90 1.00 1.00 1.00 1.000 1.00
+D+L 1.00 1.00 1.00 1.000 1.00
Length = 6.50 ft 0.700 0.423 1.00 1.00 1.00 1.00 1.000 1.00
+0+0.750L 1.00 1.00 1.00 1.000 1.00
Length = 6.50 ft 0.466 0.282 1.25 1.00 1.00 1.00 1.000 1.00
12
Span: 1 : L Only
n/a
Span: 1 : +O+L
n/a
l'ii'lomen! IJalues
C Cr M fb
1.00 1.00 1.34 311.9
1.00 1.00
1.00 1.00 4.06 945.6
1.00 1.00
1.00 1.00 3.38 787.2
=
F'b
0.0
1,215.0
0.0
1,350.0
0.0
1,687.5
0.423 : 1
6x8
71.87 psi
170.00 psi
+O+L
0.000 ft
Span# 1
j
Shear IJalues
V Iv F'v
0.00 0.0 0.0
0.65 23.7 153.0
0.00 0.0 0.0
1.98 71.9 170.0
0.00 0.0 0.0
1.65 59.8 212.5
12
Wood Beam
UC#: KW-06016107, Build:20.25.06.16
DESCRIPTION: B-3
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length V
+0.600
Length = 6.50 ft 0.087 0.052
Overall Maximum Deflections
Span Load Combination
1 +D+L
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+L
+D+0.750L
+0.600
LOnly
CD
1.60
CM
1.00
1.00
Ct Clx
1.00 1.00
1.00 1.00
Max.
"-" Defl
0.0943
CE Cfu ci Cr
1.000 1.00 1.00 1.00
1.000 1.00 1.00 1.00 0.80
Location Load Combination
in Span
3.155
Support notation : Far left is #1
Support 1 Support 2
2.198 1.792
2.198 1.792
1.472 1.198
0.727 0.593
2.198 1.792
1.831 1.492
0.436 0.356
1.472 1.198
13
13
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
F'b V fv F'v
0.0
187.1 2,160.0
0.00 0.0 0.0
0.39 14.2 272.0
Max. Location
"+" Dell In Span
0.0000 0.000
Values in KIPS
Project Title:
Engineer:
Project ID:
Project Descr:
I Wood Beam
UC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: B-4
I Code References
Governing Code : IBC 2021
Referenced Design Standard(s): NOS 2018
Morgan Structural Engineering
Load Combination Set : ASCE 7-22 / IBC 2024 (L<=100psf)
Material Properties
Analysis Method : Allowable Stress Design
Load Combination ASCE 7-22 / IBC 2024 (L<=100psf)
Wood Species
Wood Grade
Boise Cascade
Versa Lam 3100
Fb +
Fb •
Fe -Prll
Fe -Perp
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
0(0.24 L(0.5)
D 0.04 L 0.08
Span • 12.0 ft
3,100.0 psi
3,100.0 psi
3,000.0psi
750.0psi
285.0psi
2,100.0psi
Project File: 25.127 Holian.ec6
(c) ENEACALC, LLC 1982-2025
E : Modulus of Elasticity
Ebend-xx 2,000.0ksi
Eminbend -xx 1,036.83 ksi
Density 41.760pcf
2
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 2.0 ft
Point Load : D = 0.240, L = 0.50 k @ 3.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
=
0.16Q 1
3.5x11.875
497.41 psi
3,103.46psi
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span =
Span # where maximum occurs =
+D+L
4.467ft
Span# 1
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.061 in Ratio=
O in Ratio=
0.090 in Ratio=
O in Ratio =
2379 >=360 Span: 1 : L Only
0 <360 n/a
1593 >=240 Span: 1 : +D+L
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length Span #
D Only
Length = 12.0 ft
+D+L
Length = 12.0 ft
+D+0.750L
Length = 12.0 ft 1
+0.600
0.059
0.160
0.107
V CD CM
0.054 0.90 1.00
1.00
0.147 1.00 1.00
1.00
0.098 1.25 1.00
1.00
Ct CLx CE Cfu C i Cr
1.00 1.00 1.001 1.00 1.00 1.00
1.00 1.00 1.001 1.00 1.00 1.00
1.00 1.00 1.001 1.00 1.00 1.00
1.00 1.00 1.001 1.00 1.00 1.00
1.00 1.00 1.001 1.00 1.00 1.00
1.00 1.00 1.001 1.00 1.00 1.00
14
1.12 164.0
3.41 497.4
2.84 414.1
=
=
F'b
0.0
2,793.1
0.0
3,103.5
0.0
3,879.3
0.0
Design OK
0.147 :1
3.5x11.875
41.82 psi
285.00 psi
+D+L
0.000 ft
Span# 1
V fv F'v
0.00 0.0 0.0
0.38 13.8 256.5
0.00 0.0 0.0
1.16 41 .8 285.0
0.00 0.0 0.0
0.96 34.8 356.3
0.00 0.0 0.0
14
I Wood Beam
UC#: KW-06016107, Bulld:20.25.06.16
DESCRIPTION: B-4
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length Span # M V CD CM C1 CLx CE Cfu Ci Cr
Length = 12.0 ft 1 0.020 0.018 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00
Overall Maximum Deflections
Span Load Combination Max. Location Load Combination
·-• Deft In Span
1 +D+L 0.0903 5.781
0.67
Vertical Reactions Support notation : Far left is #1
Load Combination
Max Upward from all Load Cond,bons
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+0.750L
+0.60D
LOnly
Support 1 Support 2
1.275 0.905
1.275 0.905
0.855 0.605
0.420 0.300
1.275 0.905
1.061 0.754
0.252 0.180
0.855 0.605
15
15
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
F'b V fv F'v
98.4 4,965.5 0.23 8.3 456.0
Max. Location
"+" Defl in Span
0.0000 0.000
Values in KIPS
~ Boise Cascade' II§§ ~ l""OIHIL t0M:)O()IIIIIJOUCf1 -== Single 11-7/8" BCI® 5000-1.7 DF
J01 (Joist)
BC CALC® Member Report
Build 8931
Dry I 1 span I No cant. I 16" OCS I Repetitive I Glued & nailed
Job name: File name:
Address: Description:
City, State, Zip: Specifier:
Customer: Designer: Chris Cobb
Code reports: ESR-1336 Company:
B1 12-00-00
Total Horizontal Product Length= 12-00-00
Reaction Summary {Down/ Uplift) (lbs)
Bearing Live Dead Snow Wind
81,3-1/2" 320/0 144/0
8 2, 3-1/2" 320 / 0 144 / 0
Load Summary
Tag Descrletlon Load T~ee Ref. Start End
1 Standard Load Unf. Area (lb/ft2) L 00-00-00 12-00-00
Controls Summary
Pos. Moment
End Reaction
End Shear
Total Load Deflection
Live Load Deflection
Max Defl.
Span/ Depth
Bearing Supports
81 Wall/Plate
82 Wall/Plate
Value
1288 ft-lbs
4641bs
441 lbs
U999 (0 .111")
U999 (0.076")
0.111"
11.7
Dim. (LxW)
3-1/2" X 2"
3-1/2" X 2"
BC FloorValue® Summary
% Allowable
40.9%
32.6%
27.2%
n\a
n\a
n\a
Value
464 lbs
4641bs
%Allow
Sueeort
n\a
n\a
Duration
100%
100%
100%
nla
nla
n\a
%Allow
Member
32.6%
32.6%
BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail
Minimum Enhanced Premium Subfloor Rating: Premium
Controlling Location: 06-00-00
Notes
Design meets Code minimum (U240) Total load deflection criteria.
Design meets User specified (U480) Live load deflection criteria.
Design meets arbitrary (1 ") Maximum Total load deflection criteria.
Live Dead
Loe. 100% 90%
Top 40 18
Case Location
1 06-00-00
00-00-00
00-03-08
1 06-00-00
2 06-00-00
1 06-00-00
Material
Unspecified
Unspecified
Composite El value based on 3/4" thick OSB sheathing glued and nailed to member.
Design based on Dry Service Condition.
BC CALC® analysis is based on IBC 2021.
Calculations assume member is fully braced.
Page 1 of 1 16
1 PASSED9
July 24, 2025 20: 10:4 7
82
Roof Live
Snow Wind Roof ocs
Live
115% 160% 125%
16"
Disclosure
Use of the Boise Cascade Software is
subject to the terms of the End User
License Agreement (EULA).
Completeness and accuracy of input
must be reviewed and verified by a
qualified engineer or other appropriate
expert to assure its adequacy, prior to
anyone relying on such output as
evidence of suitability for a particular
application. The output here is based on
building code-accepted design
properties and analysis methods.
Installation of Boise Cascade
engineered wood products must be in
accordance with current Installation
Guide and applicable building codes. To
obtain Installation Guide or ask
questions, please call (800)232-0788
before installation.
ASCE.
Mtillr.AN soom ~ CM. ENGINHIIS
Address :
1229 Gold Flower Rd
Carlsbad, California
9201 1
~ " u ... , .. ~ ;, ....
~ .... 1\1,oRJ i1 _;
"
r •• i L
1>
.\ '}9i._ i , ;. ...
ASCE Hazards Report
j.'
~;
Standard: ASCE/SEI 7-16
Risk Category: 11
Soil Class: D -Default (see
Section 11 .4.3)
" ~ f -!,
r°'"ll'~ '( \ '¾"' ~ ~
:,q,1"'
I luu ln, ... 1(1 . \ -.•
~ ... 'f,.Ql1:,ihl . .,
Latitude: 33.110549
Longitude: -117.301493
Elevation : 0 ft (NAVD 88)
,1,..,..,
ti J,1•·1,1 .. V11t.1
I
"'' f,,l'W,'r11
,., ' It ... ,
\ .
Q>. " ,: . . 0 [gcoo11do ., !: -~ '"' ',, EktM•..., .,. ~ .5 ,, ✓ --: 4'1 I ,Ill''"'"' p.6 I ~ .,,
" ~ , : < -·1 ,~ .. ,. ~ . ~ . •" :
' '· ., l
~ 3. " .>.,, ,J
~ " >: • • .. . I ~ ' ..,., ~ 1 .... , .. ' ... C L ; , ;1 !:, \ ' ~· ,, ,,. , yA;c 'I,__, -1 1,111.1
n1&.11
"'1i,1 "I ;
\ I
Wind
Results:
Wind Speed
10-year MRI
25-year MRI
50-year MRI
100-year MRI
Data Source:
Date Accessed:
~
96 Vmph
66 Vmph
72 Vmph
77 Vmph
82 Vmph
ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.2-4, and Section 26.5.2
Fri Jul 25 2025
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
17
Fri Jul 25 2025
17
ASCE.
AAIJIICAN SOCIEIYOF CM.ENGINIBIS
Seismic
Site Soil Class: D -Default (see Section 11.4.3)
Results:
Ss 1.06 So1 : NIA
S1 0.383 TL : 8
Fa 1.2 PGA : 0.467
Fv N/A PGA M : 0.561
SMs 1.273 F PGA 1.2
SM1 N/A 18 : 1
Sos 0.848 Cv : 1.312
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Fri Jul 25 2025
Date Source:
https://ascehazardtool.ornt
usGs Seismic Design Maps
Page 2 of 3
18
Fri Jul 25 2025
ASCE.
M4l!llCAN SOCIEIY~ CM. ENGINEEllS
The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any
kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or
has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable
sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or
quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation,
relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE Hazard Tool.
https://ascehazardtool.org/ Page 3 of 3
19
Fri Jul 25 2025
19
rX7 MORGAN bl"bl STRUCTURAL
Job: Hogen Garage
SEISMIC DESIGN BASE SHEAR (STATIC)
Risk Category: II
10 = 1.00
R = 6.5
Cd = 4
(IBC Table 1604.5)
(ASCE Table 11.5-1)
(ASCE Table 12.2-1)
(ASCE Table 12.2-1)
SEISMIC GROUND MOTION VALUES
Site Classification = D
Short Period
Ss = 1.060
Fa = 1.200
SMs = 1.272
Sos = 0.848
(IBC Table 1613.5.3(1))
(IBC Eq. 16-37)
(IBC Eq. 16-39)
APPROXIMATE FUNDAMENTAL PERIOD
Building Type: All Other Structural Systems
Maximum Height = 35.0 ft
Ta = 0.29 sec
To= 0.12 sec
Ts = 0.62 sec
(ASCE Eq. 12.8-7)
SEISMIC DESIGN CATEGORY
SOC= D (ASCE 11.6)
ASD Lateral Force Analysis 2022 CBC
00 = 2.5
Reduced by 1/2 for flexible diaphragms
per ASCE Table 12.2-1 footnote g
Long Period
S 1 = 0.418
Fv = 1.882
S M1 = 0.787
So1 = 0.524
(IBC Table 1613.5.3(2))
(IBC Eq. 16-38)
(IBC Eq. 16-40)
TL = 8 sec (ASCE Figure 22-16)
SEISMIC BASE SHEAR
Cs= 0.1305
Cs MAX= 0.2804
Cs MIN= 0.0100
Cs= 0.1305
Govs (ASCE Eq. 12.8-2)
(ASCE Eq. 12.8-3 & Eq. 12.8-4)
(ASCE Eq. 12.8-5 & Eq. 12.8-6)
20
• 20
21
~ MORGAN ~ STRUCTURAL
Job: Hogen Garage ASD Lateral Force Analysis 2022 CBC
Cs : 0.130 I
k = 1.00 (ASCE Eg. 12.8-12)
VERTICAL SEISMIC FORCE DISTRIBUTION (ASCE 12.8.3)
Level Height DL Add'I Masf Floor Area Weight whk Cv Story Shear % Total
(ft) (osf) (kios) (sq.ft.) (kips) (k-ft) (12.8-12) (kips) (osf)
R 20.0 34.9 0.0 2000 70 1396 0.582 13 6.5 58.2%
2 10.0 49.7 1.0 2000 100 1004 0.418 9 4.6 41 .8%
I Totals: 170 2400 1.0 I 22 I
IBase Shear
DIAPHKAuM !... "••: (ASCE 12.10)
NORTH-SOUTH DIRECTION EAST-WEST DIRECTION
Level DL PL (12.10-1) Max Min Gov PL (12.10-1) Max Min Gov
(psf) (psf) (psf) (osf) (psf) (psf) (psf) (psf) (psf) (psf) (psf)
R 34.9 0.0 6.5 11.8 5.9 6.5 0.0 6.5 11 .8 5.9 6.5
2 49.7 0.0 6.5 16.9 8.4 8.4 0.0 6.5 16.9 8.4 8.4
0.0 0.0
0.0 0.0
21
rx, MORGAN l:M:I STRUCTURAL
Job: Hogen Garage ASD Lateral Force Analysis 2022 CBC
/BC 1609.6 ALTERNATIVE ALL-HEIGHTS METHOD
DESIGN WIND PRESSURE -MAIN WIND FORCE RESISTING SYSTEM
Exposure Category= C (IBC 1609.4.2)
Roof Pitch = t####/. ----------~ngle = 18 .4 °
Eave Height= 20.0 ft
Maximum Height = 26.0 ft
Mean Roof Height = 23.0 ft
Main Wind Force:
Vu1t = 96 mph (Figure 1609A)
Vasd = 74 mph
Kzt = 1.00 (ASCE 7 26.8)
lw = 1.00 (ASCE 7 Table 1.5-2)
N-S Dimension 50.0 ft
E-W Dimension 40.0 ft
Enclosure: Enclosed
Low Rise? YES
a = 9.5 (ASCE 7 Table 26.9.1)
Zg = 900 (ASCE 7 Table 26.9.1)
WIND DISTRIBUTION ON NORTH-SOUTH ROOF
Level Windward Roof Leeward Roof Parapet
z Kz Cnet Pnet Height Cnet Pnet Height Cnet Pnet Cnet Pnet Height Frotal
(ft) (27.3-1) (psf) (ft) (psf) (ft) (psf) (psf) (ft) (plf)
R 23.0 0.93 -0.72 -15.72 6.0 -0.66 -14.46 6.0 1.28 28 -0.85 -18.6 0.0 96.0
WIND DISTRIBUTION ON NORTH-SOUTH WALLS
Level Windward Walls Leeward Walls Total Wind
z Kz Cnet Pnet Height F Cnet Pnet Height F Walls 0.6x Total
ft 27.3-1 psf ft If sf ft
R 20.0 0.9 0.43 9.15 5.0 45.8 -0.51 -10.9 5.0
2 10.0 0.85 0.43 8.62 10.0 86.2 -0.51 -10.2 10.0 188.3
22
22
23
WIND DISTRIBUTION ON EAST-WEST ROOF
Level
Kz I Windward Roof Leeward Roof Parapet
z Cnet Pnet Height Cnet Pnet Height C net Pnet C net Pnet Height Frotal
(ft) (27.3-1 (osf) (ft) (psf) (ft) (psf) (psf) (ft) (olf)
R 23.0 0.93 -0.72 -1 5.7 6.0 -0.66 -14.5 6.0 1.28 28.1 -0.85 -18.6 0.0 96.0
WIND DISTRIBUTION ON EAST-WEST WALLS
Level Windward Walls Leeward Walls Total Wind
z Kz C net Pnet Height F Cnet Pnet Height F Roof Walls 0.6x Total
ft 27.3-1 sf ft If sf ft If If If
R 20.0 0.9 0.43 9.15 5.0 45.8 -0.51 -10.9 5.0 96.0 100.0 117.6
2 10.0 0.98 0.43 9.97 10.0 99.7 -0.51 -11.8 10.0 0.0 217.9 130.8
23
00 MORGAN
bMd STRUCTURAL
DATE: 7/25/25
PROJECT: HOLIAN
JOB #: 25.127
ADDED SQUARE FOOTAGE IS ABOUT 24'X11' = 264SF
HOUSE OVERALL IS ROUGHLY:
40'*50' AT ROOF = 2000SF
30'*50' AT LEVEL 2 = 1500SF
TOT AL IS 3500SF
NET ADD IS LESS THAN 10%. 264/3500 = 7.5% AND IS ARGUABLY ACCCEPTABLY
INSPECTION AND EXISITNG BUILDING CODE LIMITS
WILL DO CURSORARY LATERAL ANALYSIS TO CHECK SPECIFIC SHEAR WALLS
IMPACTED
• 24
PAGE
rX1 MORGAN ~ STRUCTURAL
Job: Hogen Garage
Building Force~ Simple
Level Seis. Wind
sf If
R 4.5 52.8
2 3.3 86.4
Totals: 7.8 139.2
TYPE
6
4
3
2
44
33
7
ASD Lateral Force Analysis 2022 CBC
Materials Sides EQ /Wind*
1/2" ST 1 10d @6" 1 340 I 476 plf
1/2" ST 1 10d @ 4" 1 510 /714 plf
1/2" ST 1 10d @3" 1 665 / 931 plf
1/2" ST 1 10d @2" 1 870 / 1218 plf
1/2" ST 1 10d@ 4" 2 1020 / 1428 plf
1/2" ST 1 10d ca>3" 2 1330 / 1862 plf
##### #####
Total Force= Trib Shear+ Add'I Shear
Total Shear = Total Force / Wall Length
*Per NOS, shearwa/1 capacities have been increased b 40% when walls are overned b wind /oadin .
Wall Wall Wall %of Seismic Wind Shear Add'I Wall Gov. Wall
ID Len Ht. Line Trib Area Trib Seis Wind Seis Wind H/L Force Shear Gov
ft ft Load tt2 ft lbs lbs lbs lbs Ratio lbs If Case T e
Roof (L3)
NS
SW 1 12.33 9.00 60% 300 8.0 1356 422 0 0 3/4:1 814 66 Seis 6
SW 2 9.33 9.00 40% 300 8.0 1356 422 0 0 1:1 542 58 Seis 6
SW3 16.00 9.00 100% 800 20.0 3616 1056 0 0 4/7:1 3616 226 Seis 6
EW
SW 11 10.00 9.00 50% 0 13.0 0 686 0 0 8/9:1 343 34 Wind 6
SW 12 8.00 9.00 50% 0 13.0 0 686 0 0 1 1 /8: 1 343 43 Wind 6
SW 13 7.50 9.00 60% 563 13.0 2543 686 0 0 1 1 /5: 1 1526 203 Seis 6
SW 14 5.50 9.00 40% 563 13.0 2543 686 0 0 1 2/3:1 1017 185 Seis 6
Level2
NS
SW 1 12.33 9.00 60% 300 8.0 1356 422 1356 422 3/4:1 1627 132 Seis 6
SW2 9.33 9.00 40% 300 8.0 1356 422 1356 422 1:1 1085 116 Seis 6
SW3 16.00 9.00 100% 800 20.0 3616 1056 3616 1056 4/7:1 7233 452 Seis 4
EW
SW 11 12.00 9.00 50% 563 13.0 2543 686 0 686 3/4:1 1271 106 Seis 6
SW 12 X 9.00 50% 563 13.0 2543 686 0 686
SW 13 5.33 9.00 62% 563 13.0 2543 686 2543 686 1 2/3:1 3130 587 Seis 3
SW 14 3.33 9.00 38% 563 13.0 2543 686 2543 686 2 5/7:1 1956 587 Seis 2
25
25
fX1 MORGAN
bM::J STRUCTURAL
jeff@morganstructural.com
(760) 690-7454
lllr==
I I I I
I
HOLIDAN INFILL
DATE: 7/25/25
PROJECT#: 25.127
• 26
1229 GOLD FLOWER ROAD
CARLSBAD, CA 92011 chris@morganstructural.com
(919) 914-2023
D _____ ..[g1.___________ D
r------------------7
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26
--------,
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r.'7 L.::J
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File: 25.127 Holian.ec6
UC# : KW-06016107, Build:20.25.06.16
DESCRIPTION: F-1 ECCENTRIC
Morgan Structural Engineering (c) ENERCALC, LLC 1982-2025
Code References
Calculations per ACI 318-19, IBC 2021
Load Combinations Used: ASCE 7-22 / IBC 2024 (L<=100psf)
General Information
Material Properties
fc : Concrete 28 day strength
fy : Rebar Yield
Ee : Concrete Elastic Modulus
Concrete Density
<p Values Flexure
Shear
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis
Length parallel to Z-Z Axis
Footing Thickness
Load location offset from footing center ...
ex : Prll to X-X Axis
Pedestal dimensions ...
px : parallel to X-X Axis
pz : parallel to Z-Z Axis
Height
2.50 ksi
60.0 ksi
3,122.0 ksi
145.0 pcf
0.90
0.750
= 0.00180
1.0 : 1
1.0 : 1
Yes
Yes
4.0 ft
3.0 ft
16.0 in
12 in
in
in
in
in
No
No
X
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer SeparationBars along Z-Z Axis
# Bars required within zone
# Bars required on each side of zone
Bottom Reinforcing
Bars parallel to X-X Axis (resisting Z Flexure)
Number of Bars =
Reinforcing Bar Size
Bars parallel to Z-Z Axis (resisting X Flexure)
Number of Bars =
85.7 %
14.3 %
5
# 5
5
# 5 h
Soil Design Values
Allowable Soil Bearing = 1.50 ksf
Soil Density 110.0 pcf
Increase Bearing By Footing Weight No
Soil Passive Resistance (for Sliding) = 250.0 pcf
Soil/Concrete Friction Coeff. = 0.30
Increases based on footing Depth
Footing base depth below soil surface = ft
Allow press. increase per foot of depth = ksf
when footing base is below ft
Increases based on footing plan dimension
Allowable pressure increase per foot of depth
ksf
when max. length or width is greater than
= ft
z
X
"' II
j~ z Q)
0)
4'-0" 'O UJ
5-# 5 Bars :r ....
Reinforcing Bar Size =
Rebar Centerline to Edge of Concrete ... X-X ~ct!on Looking lo +Z ....
2-Z Section Looking to +X
at Bottom of footing = 3.0 in
27
27
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File: 25.127 Holian.ec6
UC#: KW-06016107, Build:20.25.06.16
DESCRIPTION: F-1 ECCENTRIC
Morgan Structural Engineering (c) ENERCALC, LLC 1982-2025
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
DESIGN SUMMARY
D Lr
3.0
L s w
3.0
E H
k
ksf
k-ft
k-ft
k
k
-•Mii•iai•U----------------------------------------~ Min. Ratio
PASS 0.9587
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS 0.02743
PASS 0.02744
PASS 0.669
PASS 0.0360
PASS 0.0360
PASS 0.892
PASS 0.0
PASS 0.0
PASS 0.000
PASS 0.0
PASS 0.0
PASS 0.000
PASS n/a
PASS 0.04190
PASS 0.04639
PASS 0.04639
PASS 0.07454
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination ...
X-X, D Only
X-X, +D+L
X-X, +D+0.750L
X-X, +0.60D
2-Z, D Only
2-2, +D+L
2-Z, +D+0.750L
2-Z, +0.600
Overturning Stablllty
Rotation Axis &
Load Combination ...
Footing Has NO Overturning
Sliding Stablllty
Force Appllcatlon Axis
Load Combination ...
Footing Has NO Sliding
Item Applied
Soil Bearing 1.438 ksf
Overturning -X-X 0.0 k-ft
Overturning -2-2 0.0 k-ft
Sliding -X-X 0.0 k
Sliding -Z-2 0.0 k
Uplift 0.0 k
2 Flexure (+X) Bot Tens 0. 7904 k-ft/ft
2 Flexure (-X) Bot Tens 0. 7905 k-ft/ft
Min Steel X Flexure Bottom 0.346 in2/ft
X Flexure (+2) Bot Tens 0. 7875 k-ft/ft
X Flexure ( -2) Bot Tens 0.7875 k-fVft
Min Steel Z Flexure Bottom 0.346 in2/ft
Z Flexure (+X) Top Tens 0 k-ft/ft
2 Flexure (-X) Top Tens 0 k-ft/ft
Min Steel X Flexure Top 0.000 in2/ft
X Flexure (+2) Top Tens 0 k-ft/ft
X Flexure (-Z) Top Tens 0 k-ft/ft
Min Steel Z Flexure Top 0.000 in2/ft
1-way Shear (+X) o.o psi
1-way Shear (-X) 1.874 psi
1-way Shear (+Z) 1.885 psi
1-way Shear (-2) 1.885 psi
2-way Punching 11.181 psi
Capacity
1.50 ksf
0.0 k-ft
0.0 k-ft
0.0 k
0.0 k
0.0 k
28.812 k-ft/ft
28.812 k-ft/ft
0.517 in2/ft
21.874 k-ft/ft
21 .874 k-ft/ft
0.388 in2/ft
0.0 k-ft/ft
0.0 k-ft/ft
0.000 in2/ft
0.0 k-ft/ft
0.0 k-ft/ft
0.000 in2/ft
44.718 psi
44.718 psi
40.629 psi
40.629 psi
150.0 psi
Governing Load Combination
+D+L about 2-2 axis
No Overturning
No Overturning
No Sliding
No Sliding
No Uplift
+1.20D+1.60L
+1.20D+1.60L
n/a
+1.20D+1.60L
+1.20D+ 1.60L
n/a
n/a
n/a
n/a
+1 .20D+1.60L
+1 .20D+ 1.60L
+1.20D+1.60L
+1 .20D+1.60L
Xecc Zecc Actual Soil Bearing Stress@ Location Actual / Allow Gross Allowable (in) Bottom, -2 Top,+2 Left, -X Right, +X Ratio
1.50 n/a 0.0 0.4433 0.4433 n/a n/a 0.296
1.50 n/a 0.0 0.6933 0.6933 n/a n/a 0.462
1.50 n/a 0.0 0.6308 0.6308 n/a n/a 0.421
1.50 n/a 0.0 0.2660 0.2660 n/a nla 0.177
1.50 6.767 n/a n/a n/a 0.07208 0.8146 0.543
1.50 8.654 n/a n/a n/a 0.0 1.438 0.959
1.50 8.322 n/a nla n/a 0.0 1.281 0.854
1.50 6.767 n/a n/a n/a 0.04325 0.4888 0.326
Overturning Moment Resisting Moment Stability Ratio Status
All units k
Sliding Force Resisting Force Stability Ratio Status
28
General Footing
LIC#: KW-06016107, Build:20.25.06.16
DESCRIPTION: F-1 ECCENTRIC
Footing Tension on Bottom
Flexure Axis & Load Combination
X-X, +1.40D
X-X, +1.40D
X-X, +1.20D+1.60L
X-X, +1.20D+1.60L
X-X, +1.20D+0.50L
X-X, +1.20D+0.50L
X-X, +1.20D
X-X, +1.20D
X-X, +0.90D
X-X, +0.90D
Z-Z, +1.40D
Z-Z, +1.40D
Z-Z, +1.20D+1 .60L
Z-Z, +1.20D+1.60L
Z-Z, +1.20D+0.50L
Z-Z, +1.20D+0.50L
Z-Z, +1.200
Z-Z, +1.20D
Z-Z, +0.900
z-z, +0.900
One Way Shear X
Load Combination ...
+1.400
+1.200+1.60L
+1 .200+0.50L
+1 .200
+0.900
One Way Shear Z
Load Combination ...
+1.40D
+1.20D+1.60L
+1.20D+0.50L
+1.200
+0.90D
Two-Way "Punching" Shear
Load Combination ...
+1.400
+1.20D+1.60L
+1.200+0.50L
+1.200
+0.900
Mu
k-ft
0.3938
0.3938
0.7875
0.7875
0.4781
0.4781
0.3375
0.3375
0.2531
0.2531
0.3939
0.3937
0.7905
0.7904
0.4783
0.4781
0.3376
0.3375
0.2532
0.2531
Side
+Z
-Z
+Z
-Z
+Z .z
+Z
-Z
+Z
-Z
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
Project Title:
Engineer:
Project ID:
29
Project Descr:
Project File: 25.127 Holian.ec6
Morgan Structural Engineering (c) ENERCALC, LLC 1982-2025
Tension As Req'd Gvrn. As Actual As Phi*Mn Status
Surface inA2 jnA2 jnA2 k-ft
Bottom 0.3456 ACI 7.6.1.1 0.3875 21 .874 OK
Bottom 0.3456 ACI 7.6.1.1 0.3875 21 .874 OK
Bottom 0.3456 ACI 7.6.1 .1 0.3875 21.874 OK
Bottom 0.3456 ACI 7.6.1.1 0.3875 21 .874 OK
Bottom 0.3456 ACI 7.6.1.1 0.3875 21.874 OK
Bottom 0.3456 ACI 7.6.1.1 0.3875 21 .874 OK
Bottom 0.3456 ACI 7.6.1.1 0.3875 21 .874 OK
Bottom 0.3456 ACI 7.6.1 .1 0.3875 21.874 OK
Bottom 0.3456 ACI 7.6.1.1 0.3875 21.874 OK
Bottom 0.3456 ACI 7.6.1.1 0.3875 21.874 OK
Bottom 0.3456 ACI 7.6.1.1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1 .1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1.1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1.1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1.1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1 .1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1.1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1.1 0.5167 28.812 OK
Bottom 0.3456 AC17.6.1.1 0.5167 28.812 OK
Bottom 0.3456 ACI 7.6.1.1 0.5167 28.812 OK
Vu @ -X Vu @ +X Vu:Max PhiVn Vu / Phl*Vn Status
0.95 psi 0.00 psi 0.95psi 44.72 psi 0.02 OK
1.87 psi 0.00 psi 1.87 psi 44.72psi 0.04 OK
1.15 psi 0.00 psi 1.15 psi 44.72 psi 0.03 OK
0.81 psi 0.00 psi 0.81 psi 44.72 psi 0.02 OK
0.61 psi 0.00 psi 0.61 psi 44.72 psi 0.01 OK
Vu@•Z Vu @ +Z Vu:Max PhiVn Vu / Phi*Vn Status
0.94 psi 0.94 psi 0.94 psi 40.63 psi 0.02 OK
1.89 psi 1.89 psi 1.89 psi 40.63psi 0.05 OK
1.14 psi 1.14 psi 1.14 psi 40.63psi 0.03 OK
0.81 psi 0.81 psi 0.81 psi 40.63psi 0.02 OK
0.61 psi 0.61 psi 0.61 psi 40.63psi 0.01 OK
All units k
Vu Phi*Vn Vu / Phi*Vn Status
5.59 psi 150.00 psi 0.04 OK
11.18 psi 150.00 psi 0.07 OK
6.78 psi 150.00 psi 0.05 OK
4.79 psi 150.00 psi 0.03 OK
3.59 psi 150.00 psi 0.02 OK
29
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Building Permit Finaled
Revision Permit
Print Date: 05/12/2026
Job Address: 1229 GOLD FLOWER RD, CARLSBAD, CA 92011
Permit No:
Status:
{city of
Carlsbad
PREV2025-0198
Closed -Finaled
Permit Type: BLDG-Permit Revision
2145603500
$69,632.64
Work Class: Residential Permit Revision
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Applied: 11/05/2025
Issued: 12/11/2025
Finaled Close Out: 02/25/2026
Final Inspection:
Orig. Plan Check #:
Plan Check#: ClHz;2,o-z, t;:i, IC\o,5
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
Description: HOLIAN:CHANGES TO ORIGINAL PLANS. REMOVING A POST IN A BEDROOM
Applicant:
LOGAN ANDERSON
1106 2ND ST, # 561
ENCINITAS, CA 92024-5096
(619) 807-0640
FEE
Property Owner:
HOLIAN FAMILY TRUST HOLIAN
1229 GOLD FLOWER RD
CARLSBAD, CA 92011-3422
BUILDING PLAN CHECK REVISION ADMIN FEE
THIRD PARTY REVIEW -Consultant Cost (BLDG)
Total Fees: $275.00 Total Payments To Date: $275.00
Building Division
Contractor:
MODEL HOME INC1070 COMMERCE ST, # STE
F
SAN MARCOS, CA 92078-2626
(760) 682-5027
Balance Due:
AMOUNT
$35.00
$240.00
$0.00
Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 ! 760-602-8560 f I www.ca rlsbadca.gov
( City of PLAN CHECK REVISION OR Deve/o{l_ment Services
DEFERRED SUBMITTAL Building Division
Carlsbad APPLICATION 1635 Faraday Avenue
442-339-2719
8-15 www.carlsbadca.gov
Original Plan Check Number Cl?zrz. '1-o?-S ~ l ~ 3 S (byCitySta~. PP-ev 2{Y25 -01q
Plan Rev1s1on Number
Proj ect A ddress __._JZ-=--"2--____,Pf.___h~OL,.-"-""'D'---....... P""""~----'---=_.__--'-{2_;-t):;__ __________ _
General Scope of Revision/Deferred Submittal: _________________ _
CONTACT INFORMATION:
Name DtJSTl tJ ~72-
A ddress \ 0 7 D C~
Phone 7 b O b'o2 so~: 'N l ~
Email Address \ ~ :fQ @
s, \J~) f-t ~ City SA li ~Szip ~
wt,oVJ~ 1:toy'VJ,e:-1 Iv e,, , &o /v"\___
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that
person.
1 . Elements revised: j)ZP Plans p Calculations D Soils D Energy D Other
2.
Describe revisions in detail
4. Does this revision, in any way, alter the exterior of the project?
5. Does this revision add ANY new floor area(s)?
6. Does this revision affect any fire related issues?
7. Is this a full set replacement (all sheets)?
----
3.
List page(s) where each
revision is shown
S -7._. 0
-z . \
5-3. o
□Yes .§!No
Oves BNo
O ves ~No
O ves 1 ~No
Date \ \ 1 l 'Z:5--'-
sbad, CA 92008 f!r 760-602-27 19 _EM: 760-602-8558 Emal!: building@carlsbadca.gov
www.carlsbadca.gov
SUBMITTAL INSTRUCTIONS:
Revisions are changes to Active/Issued building permits that are not finaled or expired. Submission must be
completed in the same manner as the original review (hard copy or digital).
HARD COPY
Residential or Commercial New, Addition, Remodels, must follow hard-copy submittal process. If you originally
applied for a permit via hard copy plans, revisions are applied via a hard copy process. Hard copy submittals are
submitted in-person at the Building Counter at 1635 Faraday Ave, Carlsbad CA 92008. Hard Copy Submittal
Requirements:
• Completed and signed form 8-15.
• A minimum of three (3) complete or partial plans is required. If the change effects any fire prevention
related review items a fourth set is required. Note, if partial pages are submitted, at approval, the applicant
will be responsible for slip-sheeting any new approved sheets into the city-held plan set at city offices.
• If submitting revised reports/calculations, submit two (2) updated copies. If staff determine other
reviewers to review the updated report/calculations, additional copies of reports/calculations may be
required.
• Form of payment for fees due or via online payment.
Once city receives a complete application and submittal, city will process and route plans and update you, typically
via email, with next steps such as fees due, plan check updates, resubmittals, approvals and/or instructions on
updating city-held plan sets or other approval documents.
DIGITAL
If you originally applied for a permit via the on line portal, submissions for revisions are uploaded via the self-service
portal. Digital Submittal Requirements:
• Completed/signed form B-15.
• Updated plan set (pdf).
• Updates calculations or other supporting files, if applicable (pdf).
Prior to uploading, be prepared with all submittal items listed above in pdf format. Once you are ready with pdf
files, log into the portal. Go to your dashboard, find 'Active Permits' and the original permit. Open the original
permit, go to the Attachments tab and upload all files. Remember as you add multiple files, to select the applicable
file types for the different attachments. If you do not see the permit in the portal, please contact building, as you
may need attached to the permit.
Once all files are attached, click submit. City will review the new/uploaded files and update you via email and
review/approval status and/or fees due. Once city receives a complete application, city will update you with next
steps, including review updates, approval and updated plans.
Depending on the scope of change, plan check may be required. If changes trigger additional plan review, additional
plan review fees w ill be due per the City's current Master Fee Schedule. Substantial changes may trigger updates
in development impact or permit fees. Outstanding fees are due prior to approval/issuance.
If you have questions with navigating the portal (finding your permit, uploading files), please see the CSS Help
Guide or contact us here.
True North
COMPLIANCE SERVICES
December 8, 2025
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
City of Carlsbad -FINAL REVIEW
City Pennit No: PREV2025-0198
True North No.: 25-018-1209
Carlsbad, CA 92008
Plan Review: Revision Infill Addition to Second Floor
Address: 1229 Gold Flower Rd
Applicant Name: Dustin Roller
Applicant Email: info@modelhomeinc.com
OCCUPANCY AND BUILDING SUMMARY:
Occupancy Groups: R-3
Occupant Load: NI A
Type of Construction: V-B
Sprinklers: No
Stories: 2
Area of Work (sq. ft.): 308 sq. ft.
Valuation: Confirmed
Scope of Work: Confirmed
Floor Area: Confirmed
Notes: NIA
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. Drawings: One (I) copy dated November l, 2025, by Chris M. Cobb.
2. Structural Calculations: One (1) copy dated November 23, 2025, by Morgan Structural.
The 2022 California Building, Mechanical, Plumbing, and Electrical 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, however, we bring the
following to your attention:
1. This project is Hourly. Please charge the applicant the following hours of plan review.
Review No. Hourly Rate Hours
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
Total
1st Review $120.00 1 $120.00
2nd Review $120.00 1 $120.00
Total $240.00
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: Emily Wilson -Plan Review Engineer
Quality Review By: Areli Sanchez -Plan Review Supervisor
True North
COMPLIANCE SERVICeS
November 18, 2025
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
City of Carlsbad-FIRST REVIEW
City Permit No: PREV2025-0198
True North No.: 25-018-1209
Carlsbad, CA 92008
Plan Review: Revision Infill Addition to Second Floor
Address: 1229 Gold Flower Rd, Carlsbad CA
Applicant Name: DUSAN ROLLER Applicant Email: INFO@MODELHOMEINC.COM
True North Compliance Services, Jnc. has completed the review of the fo llowing 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 November 1, 2025, by Chris M. Cobb.
2. Structural Calculations: Electronic copy dated November 1, 2025, by Christopher M. Cobb ..
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 is not provided.
This project is hourly. Please charge the applicant the following hours of plan review.
Review# Hours Rate
$120.00
Total
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: Emily Wilson -Plan Review Engineer
Quality Review By: Areli Sanchez -Plan Review Engineer
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562. 733.8030
Revision Infill Addition to Second Floor
1229 Gold Flower Rd
November 18, 2025
Plan Review Comments
ARD COPY -RESUBMITT AL INSTRUCTIONS:
City of Carlsbad-FIRST REVIEW
City Permit No.: PREV2025-0198
True North No.: 25-018-1209
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.
o 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 mar.king 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. l and CBPC 6735. This
item will be verified prior to plan approval.
E. If you have any questions regarding the comments below, please contact Emily Wilson via email
emilyw@tncservices.com or telephone (562) 733-8030.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups:
Occupant Load:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
R-3
NIA
V-B
No
2
308 sq. ft.
Revision Infill Addition to Second Floor
1229 Gold Flower Rd
November 18, 2025
STRUCTURAL COMMENTS:
City of Carlsbad-FIRST REVIEW
City Permit No.: PREV2025-0198
True North No.: 25-018-1209
Page3
SI. Provide structural calculations verifying the proposed footing size and reinforcement are adequate to
support the applied loads (calcs for beam provided only).
S2. Please update structural calculations to reference the ASCE 7-16 and IBC 202 1 instead of the ASCE 7-22
and TBC 2024 as they are not yet adopted.
•---..,.,.,..,.,,auvu .:>et : l'\;:s\;t 1·22 / IBC 2024
Material
Analysis Stress DH
Load Com 2024 Fb •
Fb·
Wood Species
Wood Grade
Beam Bracing
V
Fe· Prl
: Ca ~ Fc-Perp : Versa Lam 3100 Fv
Ft : Beam Is Fully 8 against tateniH<>r$1onal bucking
ASCE 7-1¥ IBC 2021 O(o.2•iL(D.,aJ
If you have any questions regarding the above comments, please contact Emily Wilson via email
emi lyw@tncservices.com or telephone (562) 733-8030.
[END]
rxl MORGAN
bM:I STRUCTURAL
Plan Revision Response
Project Name:
Project Address:
City Permit No:
True North No:
Holian Remodel
1229 Gold Flower Road
Carlsbad, CA
PREV2025-0198
25-018-1209
Morgan Project No:
Date:
Comment Comment Morgan Structural Response
No.
25.127
11/23/2025
S1 Verify proposed Calculation for footing added to calculations package. No change
footing size and to plans required.
reinforcement (only
calcs for beam were
provided).
S2 Calculations should Revised calculations have been provided. These specific codes
reference ASCE 7-16 have no impact on these designs. No changes to plans required.
and IBC 2021.
Reference
Location
Revised
calculation
package
Revised
calculation
package
This concludes our response to all city comments. If you have any further questions, please do not hesitate to call or
email per our contact information below.
Sincerely,
Chris Cobb, S.E.
Morgan Structural
jeff@morganstructural.com I chris@morganstructural.com
(760) 690-7454 I (919) 914-8883
rx1 MORGAN
l:M::I STRUCTURAL
www.morganstructural.com
chris@morganstructural.com (919) 914-2043
jeff@morganstructural.com (760) 690-7454
Date: 11/23/2025
Engineer: Chris Cobb, SE
Job#: 25.127
PLAN CHANGE 1
STRUCTURAL CALCULATIONS
FOR THE
HOLIAN INFILL
122 9 GOLD FLOWER ROAD
CARLSBAD, CA 9 2011
OLD 0Q
ON 0) I.DO
C'0N -o-' c.o I.(') c;, LD~
~ .,-.,-.,-Lt)
N N
0 N
Cu ~
0..
Wood Beam
UC#: KW-06016107, Build:20.25.10.02
DESCRIPTION: added beam
I Code References
Governing Code : IBC 2021
Referenced Design Standard(s): NOS 2018
Load Combination Set : ASCE 7-22 / IBC 2024
Material Properties
Analysis Method : Allowable Stress Design
Load Combination : ASCE 7-22 / IBC 2024
Wood Species
Wood Grade
Boise Cascade
Versa Lam 3100
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
3,100.0psi
3,100.0psi
3,000.0psi
750.0psi
285.0 psi
2,100.0psi
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
◊ D(0.24~L(0 48)
Span• 19.50 ft
Project File: 25.127 Holian.ec6
(c) ENERCALC, LLC 1982-2025
E : Modulus of Elasticity
Ebend-xx 2,000.0ksi
Eminbend -xx 1,036.83 ksi
Density 41 .760pcf
2
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width= 12.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
=
=
=
0.458 : 1
7x16
NDS2018
1,375.01 psi
3,002.48psi
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span =
Span # where maximum occurs =
+D+L
9.750ft
Span# 1
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.329 in
0 in
0.493 in
0 in
Ratio= 711 >=360
Ratio= 0>=360
Ratio= 474>=240
Ratio= 0>=240
Maximum Forces & Stresses for Load Combinations
Load Combination !'vlax
Segment Length Span# M V CD CM Ct Clx CE Cfu
DOnly
Length= 19.50 ft 1 0.170 0.106 0.90 1.00 1.00 1.00 0.969 1.00
+D+L 1.00 1.00 1.00 0.969 1.00
Length= 19.50 ft 1 0.458 0.287 1.00 1.00 1.00 1.00 0.969 1.00
+D+0.750L 1.00 1.00 1.00 0.969 1.00
Length = 19.50 ft 1 0.305 0.191 1.25 1.00 1.00 1.00 0.969 1.00
+0.600 1.00 1.00 1.00 0.969 1.00
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
c. I Cr M fb
1.00 1.00 11.41 458.3
1.00 1.00
1.00 1.00 34.22 1,375.0
1.00 1.00
1.00 1.00 28.52 1,145.8
1.00 1.00
=
=
=
=
F'b
0.0
2,702.2
0.0
3,002.5
0.0
3,753.1
0.0
Design OK
0.287 : 1
7x16
NDS2018
81 .67 psi
285.00 psi
+D+L
18.219 ft
Span # 1
fieai'Va ues
V fv F'v
0.00 0.0 0.0
2.03 27.2 256.5
0.00 0.0 0.0
6.10 81 .7 285.0
0.00 0.0 0.0
5.08 68.1 356.3
0.00 0.0 0.0
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File: 25.127 Holian.ec6
UC#: KW-06016107, Build:20.25.11.05
DESCRIPTION: F-2.5
Morgan Structural Engineering (c) ENERCALC, LLC 1982-2025
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
D Lr
2.340
L s w
4.680
E H
k
ksf
k-ft
k-ft
k
k
_D_E_S_IG_N_S_U_M_M_'.A_R_Y _______________________________ ~--•i41i·i•i'l;--
Min. Ratio
PASS 0.7808
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS 0.040
PASS 0.040
PASS 0.784
PASS 0.040
PASS 0.040
PASS 0.784
PASS 0.0
PASS 0.0
PASS 0.000
PASS 0.0
PASS 0.0
PASS 0.000
PASS n/a
PASS 0.0
PASS n/a
PASS n/a
PASS n/a
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination ...
X-X, 0 Only
X-X, +O+L
X-X, +O+0.750L
X-X, +0.600
Z-Z, 0 Only
Z-Z, +O+L
Z-Z, +O+0.750L
Z-Z, +0.600
Overturning Stability
Rotation Axis &
Load Combination ...
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination ...
Footing Has NO Sliding
Footing Flexure
Item Applied
Soil Bearing 1.341 ksf
Overturning -X-X 0.0 k-ft
Overturning -Z-Z 0.0 k-ft
Sliding -X-X 0.0 k
Sliding -Z-Z 0.0 k
Uplift 0.0 k
Z Flexure (+X) Bot Tens 1.287 k-ft/ft
Z Flexure (-X) Bot Tens 1.287 k-ft/ft
Min Steel X Flexure Bottom 0.389 in2/ft
X Flexure (+Z) Bot Tens 1.287 k-ft/ft
X Flexure (-Z) Bot Tens 1.287 k-ft/ft
Min Steel Z Flexure Bottom 0 .389 in2/ft
Z Flexure (+X) Top Tens 0 k-ft/ft
Z Flexure (-X) Top Tens 0 k-ft/ft
Min Steel X Flexure Top 0.000 in2/ft
X Flexure (+Z) Top Tens 0 k-11/ft
X Flexure (-Z) Top Tens 0 k-ft/ft
Min Steel Z Flexure Top 0.000 in2/ft
1-way Shear (+X) 0.0 psi
1-way Shear (-X) 0.0 psi
1-way Shear (+Z) 0.0 psi
1-way Shear (-Z) 0.0 psi
2-way Punching 8.580 psi
Capacity
1.718 ksf
0.0 k-ft
0.0 k-ft
0.0 k
0.0 k
0.0 k
32.178 k-ft/ft
32.178 k-ft/ft
0.496 in2/ft
32.178 k-ft/ft
32.178 k-ft/ft
0.496 in2/ft
0.0 k-ft/ft
0.0 k-ft/ft
Goveming Load Combination
+O+L about Z-Z axis
No Overturning
No Overturning
No Sliding
No Sliding
No Uplift
+1200+ 1.60L
+1.20O+1.60L
n/a
+1.20O+1.60L
+1.20O+1.60L
n/a
0.000 in2/ft n/a
0.0 k-ft/ft
0 .0 k-ft/ft
0.000 in2/ft
42.059 psi
0.0 psi
42.059 psi
42.059 psi
42.059 psi
n/a
n/a
n/a
n/a
n/a
+1.20O+1.60L
Xecc Zecc Actual S011 Bearing Stress @ Location Actual / Allow
Gross Allowable (in) Bottom, -Z Top,+Z Left, -X Right, +X Ratio
1.718 n/a 0.0 0.5919 0.5919 n/a n/a 0.345
1.718 n/a 0.0 1.341 1.341 n/a n/a 0.781
1.718 n/a 0.0 1.154 1.154 n/a n/a 0.672
1.718 n/a 0.0 0.3551 0.3551 n/a n/a 0.207
1.718 0.0 n/a n/a n/a 0.5919 0.5919 0.345
1.718 0.0 n/a n/a n/a 1.341 1.341 0.781
1.718 0.0 n/a n/a n/a 1.154 1.154 0.672
1.718 0.0 n/a n/a n/a 0.3551 0.3551 0.207
Overturning Moment Resisting Moment Stability Ratio Status
All units k
Sliding Force Resisting Force Stability Ratio Status
Flexure Axis & Load Combination Mu Side Tension
k-ft Surface
As Req'd Gvm. As
inA2 inA2
Actual As
inA2
Phi*Mn
k-ft Status
X-X, +1.400 0.4095 +Z Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
General Footing
UC#: KW-06016107, Build:20.25.11.05
DESCRIPTION: F-2.5
Footing Flexure
Flexure Axis & Load Combination
X-X, +1.40D
X-X, +1.20D+1.60L
X-X, +1.20D+1.60L
X-X, +1.20D+0.S0L
X-X, +1.20D+0.S0L
X-X, +1.20D
X-X, +1.20D
X-X, +0.90D
X-X, +0.90D
2-2, +1.40D
2-2, +1.40D
2-2, +1.20D+1 .60L
2-2, +1.20D+1 .60L
2-2, +1.20D+0.S0L
2-2, +1.20D+0.S0L
2-2, +1.20D
2-2, +1.20D
2-2, +0.90D
2-2, +0.90D
One Way Shear X
Load Combination ...
+1.40D
+1.20D+1.60L
+1.20D+0.50L
+1.20D
+0.90D
One Way Shear Z
Load Combination ...
+1.40D
+1.20D+1.60L
+1.20D+0.50L
+1.20D
+0.90D
Two-Way "Punching" Shear
Load Combination ...
+1.40D
+1.20D+1.60L
+1.20D+0.50L
+1.20D
+0.90D
Mu
k-ft
0.4095
1.287
1.287
0.6435
0.6435
0.3510
0.3510
0.2633
0.2633
0.4095
0.4095
1.287
1.287
0.6435
0.6435
0.3510
0.3510
0.2633
0.2633
Side
-2
+2
-2
+2
-2
+2
-2
+2
-2
-X
+X
-X
+X
-X
+X
-X
+X
-X
+X
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: 25.127 Holian.ec6
Morgan Structural Engineering (c) ENEACALC, LLC 1982-2025
Tension As Req'd Gvm.As Actual As Phi*Mn Status Surface in"2 in"2 in"2 k-ft
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1 .1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1 .1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1 .1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Bottom 0.3888 ACI 7.6.1.1 0.4960 32.178 OK
Vu@-X Vu @ +X Vu:Max PhiVn Vu / Phi*Vn Status
0.00 psi 0.00 psi 0.00 psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00 psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00 psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00 psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00psi 42.06psi 0.00 OK
Vu@-Z Vu@+Z Vu:Max PhiVn Vu / Phi*Vn Status
0.00 psi 0.00 psi 0.00psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00 psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00 psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00psi 42.06psi 0.00 OK
0.00 psi 0.00 psi 0.00 psi 42.06psi 0.00 OK
All units k
Vu Phi*Vn Vu / Phi*Vn Status
2.73 psi 150.00 psi 0.02 OK
8.58 psi 150.00 psi 0.06 OK
4.29 psi 150.00 psi 0.03 OK
2.34 psi 150.00 psi 0.02 OK
1.76 psi 150.00 psi 0.01 OK
I Wood Beam
LIC#: KW-06016107, Build:20.25.10.02
DESCRIPTION: added beam
Project Title:
Engineer:
Project ID:
Project Descr:
Morgan Structural Engineering
Maximum Forces & Stresses for Load Combinations
Load Combination
Segment Length Span # M V CD CM C1 CLx CE Cfu C i Cr
length= 19.50 ft 1 0.057 0.036 1.60 1.00 1.00 1.00 0.969 1.00 1.00 1.00
Overall Maximum Deflections
Span load Combination Max. location load Combination
·-· Defl in Span
1 +D+l 0.4930 9.821
Project File: 25.127 Holian.ec6 J
(c) ENERCALC, LlC 1982-2025
F'b
6.84 275.0 4,804.0 1.22 16.3 456.0
Max. location
·+· Defl in Span
0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Max Upward from all Load Conditions
Max Upward from load Combinations
Max Upward from load Cases
OOnl~ I +D+l
+b+o. sot
+0.600
l Only
axial load to new footings
is 7k
use 2.5 ft squre footing,
axial capacity = 9.4k
use 4x8 post, capacity is
at least 10k
Support 1 Support 2
7.020 7.020
7.020 7.020
4.680 4.680
2 340
7.020
5.850
1.404
4.680
2 340
7.020
5.850
1.404
4.680
Post Allowable Compression Loads for Douglas-Fir-Larch
Lumber Compression Parallel to Grain, Pc (100) I Framing
Perp. to
Grain, Nominal Top-Plate Height (It.)
Size Grade Pc.i
8 9 10 11
2x4 #2 3.280 3.170 2,565 2,105 1,755
3x4 #2 5,470 5.285 4,275 3,510 2.930
#2 r 6,565 6,340 5,130 4,215 3,515
4-lnch 7.655 7.395 5.985 4,915 4.100
Wall (3)2x4 7,695 6,320 5,270
4x6 #2 9.360 7700 6.425
4x8 #2 15,860 12,270 10,105 8,440
4x10 ~2 20,235 19.080 15,555 12,835 10.730
12
1,485
2,475
2,970
3.465
4,455
5,430
7,140
9,085
General Footing
UC#: KW-06016107, Build:20.25.11.05
DESCRIPTION: F-2.5
j Code References
Governing Code : IBC 2021
Referenced Design Standard(s) : ACI 318-19
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: 25.127 Holian.ec6
Morgan Structural Engineering (c) ENERCALC, LLC 1982-2025
Load Combinations Used : ASCE 7-22 / IBC 2024 (L<==100psf)
General Information
Material Properties
fc : Concrete 28 day strength
fy : Rebar Yield
Ee : Concrete Elastic Modulus
Concrete Density
<p Values Flexure
Shear
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis
Length parallel to 2-2 Axis
Footing Thickness
Pedestal dimensions ...
px : parallel to X-X Axis
pz : parallel to 2-2 Axis
Height
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Bottom Reinforcing
Bars parallel to X-X Axis (resisting 2 Flexure)
Number of Bars =
Reinforcing Bar Size = #
Bars parallel to 2-2 Axis (resisting X Flexure)
Number of Bars
Reinforcing Bar Size =
Rebar Centerline to Edge of Concrete ...
at Bottom of footing =
#
2.50 ksi
60.0 ksi
3,122.0 ksi
145.0 pcf
0.90
0.750
1.0 : 1
1.0 : 1
Yes
Yes
2.50 ft
2.50 ft
18.0 in
in
in
in
nfa
n/a
nfa
4.0
5
4.0
5 (")
No
No
Soil Design Values
Allowable Soil Bearing
Soil Density
Increase Bearing By Footing Weight
Soil Passive Resistance (for Sliding)
Soil/Concrete Friction Coeff.
Increases based on footing Depth
Footing base depth below soil surface
Allow press. increase per foot of depth
when footing base is below
Increases based on footing plan dimension
Allowable pressure increase per foot of depth
when max. length or width is greater than
z
X X
Uj' "'
(')
II
2'-6"
1.50 ksf
110.0 pcf
Yes
250.0 pcf
0.30
ft
ksf
ft
ksf
ft
(D
4 -# 5 Bars 4 -# 5 Bars I ..-
3.0 in X-X Section Looking to +Z Z-Z Section Looking to +X