HomeMy WebLinkAbout2501 DAVIS AVE; ; PC2022-0052; PermitBuilding Permit Finaled
Plan Check Permit
Print Date: 07/16/2025
Job Address:
Permit Type:
Parcel #:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
2501 DAVIS AVE,
BLDG-Plan Check
1552511400
$260,810.44
CARLSBAD, CA 92008-1452
Work Class:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check #:
Plan Check #:
Project Title: 2501 DAVIS DEDICATION
Residential
DEV2023-0113
Permit No:
Status:
Applied:
Issued:
(city of
Carlsbad
PC2022-0052
Issued -Active
11/04/2022
04/15/2024
Finaled Close Out:
Final Inspection:
INSPECTOR:
Description: BON EE: NEW DETACHED ADU (960SF) OVER GARAGE (688SF) WITH DECK(188SF)//GARAGE CONVERSION TO JADU (260 SF
WITH MPU (SEE SDGE WORKORDER)
Applicant:
PRO-CAL DESIGN AND ENGINEERING
JESSE LEON
10245 CASA CT
SANTEE, CA 92071-4900
(619) 733-8134
FEE
BUILDING PLAN CHECK
BUILDING PLAN CHECK
Property Owner:
BONEE MARCEL
2501 DAVIS AVE
CARLSBAD, CA 92008-1452
BUILDING PLAN REVIEW-MINOR PROJECTS (LDE)
BUILDING PLAN REVIEW-MINOR PROJECTS (PLN)
SWPPP INSPECTION TIER 1 -Medium BLDG
SWPPP PLAN REVIEW TIER 1 -Low
Total Fees: $2,458.08 Total Payments To Date:
Building Division
$2,458.08 Balance Due:
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
AMOUNT
$336.70
$1,455.38
$194.00
$98.00
$292.00
$82.00
$0.00
Page 1 of 1
j ( City of
Carlsbad
,ADU2 RS O'~ / :s..t.t:>\) ~ J 4 { i{
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
Plan Check Pc2o22-oos ~
Est. Value C0'-1, Lf5 7. O""&-
PC D•P:::: -'i?/51;;,°-;;=
Job Address 2501 Davis Ave Unit: APN: 155-251-14-00 ·-----
er /Project #:. _________________ Lot #: ____ Year Built: _1_95_4 _______ _
BRIEF DESCRIPTION OF WORK: PROPOSED GARAGE CONVERSION TO JADU. PROPOSED DETACHED ADU ABOVE NEW GARAGE
r:j:J New SF: Living SF, 960 Deck SF, 188 Patio SF, -Garage SF _6_88 __
Is this to create an Accessory Dwelling Unit? fv O N New Fireplace? O Y~ N, if yes how many? ___ _
ff! Remodel: 260 SF of affected area Is the area a conversion or change of use? f YO N
0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ____________ _
0 Solar: ___ KW, ___ Modules, Mounted: QRoof QGround, Tilt: 0 YON, RMA: 0 YO N,
Battery:OYO N, Panel Upgrade: Oy ON Electric Meter number: ------------0th er:
APPLICANT (PRIMARY CONTACT) PROPERTY OWNER
Name: Jesse Leon Name: MARCEL BONEE
Address: 4901 MORENA BLVD, STE 906 Address: 2501 DAVIS AVE
City: SAN DIEGO State: CA Zip:_9_21...;.1_7 __ City: CARLSBAD state: CA Zip:._9_2o_o_s __ _
Phone: 619 733 8134 Phone: __________________ _
Email: JESSE@PROCALDESIGN.COM Email: MARCEL@DWELLWEST,t!OMES.COM
DESIGN PROFESSIONAL CONTRACTOR OF RECORD
Name: _______________ Business Name: S pt A-f.-H/;'/-\0 Co f\J ~ rive 77 0)✓
Address: Address: /()C) W '3nfll 6[ <;[I! £. /,dl'1
City: _______ .State: ___ .Zip:.____ City: t'PrflOl\/~t-cnystate: (A Zip: jl 11~0
Phone: Phone:~/ 1 1-'f H (90'f
Email: Email: :ii>rJ:-e SfecM~d • (on~1)vC{l6Y'I
Architect State License: CSLB License#: JQqq <,'-I'!:.. Class: (!,1:N 8
Carlsbad Business License# (Required): gL.o 5011/0?, 8-o 1-20~'!.
APPL/CANT CERT/FICA TION: I certify that I hove read the application and state that the above informotio • correct and that the informorion of rhe plans is accurate. 1
agree to comply with all City ordinances ond Store lows relating to building construction.
Jesse Leon NAME (PRINT):---------
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov
REV. 04122
•
THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A ~t11LDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING
THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I herebyaf firm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000)of Division]
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations(CHOOSE ONE):
Di have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for tt,e performance of the
work which this permit is issued. PolicyNo. ____________________________________________ _
-OR-
DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and y_o11·cy number are: Insurance Company Name: v I vU. WI
Policy No. ) e 'A,(... 'd 5 'Z,. U l Expiration Date: { 2. ~ /(, -l ()t, L/
-OR-
D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the labor Code,
interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
lender's Name: _______________________ lender's Address: _______________________ _
CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and
utilities/utility easements. All proposed mod1f1cat1ons and/or additions are clearly labeled on the site plan. Any potenllally existing detail within these plans inconsistent with the Site plan are
not approved for construction and may be required to be altered or removed. The city's approval of the application 1s based on the premise that the submitted documents and plans show
the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed
use of each building as stated Is true and correct; all easements and other encumbrances to development have be accurately shown and labeled as well as all on-site grading/site preparation.
All improvements ex1st1ng on the property were completed in accordance with all regulations m existence at the ti eir construction, unless otherwise noted.
NAME (PRINT):
Note: If the person signing above is an authorized agent for the contra on contractor letterhead.
-OR-
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such
work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold
within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
-OR-
D I, as owner of the property, am e~clusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License law).
-OR-
DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted or at the following Web site: http:I/www.leginfo.ca.gov/ ca/aw.html.
OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility
easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail w1th1n these plans inconsistent with the site plan are not approved
for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct
dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each
building as stated 1s true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All
improvements existing on the property were completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted.
NAME {PRINT): SIGN: ___________ DATE: _______ _
Note: If the erson si nin above is an authorized a ent for the ro ert owner include form 8-62 si ned b ro ert owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov
2
REV. 04/22
Transmittal Letter
March 15, 2023
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
True North
COMPLIANCE SERVICES
SECOND REVIEW
City Permit No: PC2022-0052
True North No.: 22-018-397
Plan Review: Garage Conversion to JADU and New Detached Garage with ADU
Address: 2501 Davis Ave, Carlsbad CA
Applicant Name: Jesse Leon Applicant Email: jesse@procaldesign.com
True North Compliance Services, Inc. has completed the second review of the following documents for the project
referenced above on behalf of the City of Carlsbad:
1.
2.
3.
Drawings: Electronic copy dated February 28, 2023, by Jesse Leon.
Structural Calculations: Electronic copy dated February 28, 2023, by Pro-Cal design & Engineering.
Energy Document: Electronic copy dated October 19, 2022, by Diane Mendoza
Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below
for addi tional information:
Valuation:
Scope of Wark:
Floor Area:
Confirmed
Confirmed
Confirmed
Our comments follow on the attached list. Please call if you have any questions or if we can be of further
assistance.
Sincerely,
True North Compliance Services
Review By: Richard Moreno -Plans Examiner
True North Compliance Services, Inc.
3939 Atlantic Avenue Suite 224, Long Beach, CA 90807
T / 562. 733.8030
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
March 15, 2023
City of Carlsbad-SECOND REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page2
Plan Review Comments
RESUBMITT AL INSTRUCTIONS:
Please do not resubmit plans until all departments have completed their reviews. For status, please
contact building@carlsbadca.gov
Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of
Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, ( 442) 339-2719. The City will route the
plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued
review.
Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions
for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire
Prevention review.
GENERAL lNFORMA TJON:
A. The following comments are referred to the 2019 California Building, Mechanical, Plumbing, Electrical
Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 TBC, UMC, UPC, and 20 17
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. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and
on the coversheets of specifications and calculations per CBPC 5536. l and CBPC 6735. This item will be
verified prior to plan approval.
OCCUPANCY & BUJLDING SUMMARY:
Occupancy Groups:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
R-3/U
V-B
No
1 and 2
Remodel: 260 sq. ft. Deck 188 SF New Garage: 688 SF ADU: 960 SF
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
City of Carlsbad-SECOND REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page3
March 15, 2023
ARCIDTECTURAL COMMENTS:
A I. All sheets of plans must be signed by the person responsible for their preparation. (California Business and
Professions Code).
PC2: plans were not signed. Please sign all plan sheets.
A) Engineer of record to stamp and sign structural plan sheets.
B) Plan sheets must be signed prior to approval.
A3. Please address the following on CS-01.
a) Please add "U" to occupancy list on sheet CS-01.
PC2: Plans occupancy state R-2. R-2 occupancies are for apartment buildings. Permit application
is for a single family structure. R-3.
STRUCTURAL COMMENTS:
S 1. A soils report is required for al l new construction, additions over 500 sf, and new detached AD Us over
500 sf. Submit a soils report and incorporate the recommendations of the report into the design. See link
below for additional information.
https://www.carlsbadca.gov/home/showpublisheddocument/6835/63 7842553336870000
PC2: Submit a letter from the geotechnical engineer confirming that the foundation plan, details, and
specifications have been reviewed and that it has been determined that the recommendations in the
geotechnical report are properly incorporated into the plans. Alternatively, the geotechnical engineer
may stamp and sign the foundation plan and all sheets containing foundation details.
If you have any questions regarding the above comments, please contact Richard Moreno via email
richardm@tncservices.com or telephone (562) 733-8030.
[END!
Transmittal Letter
November 23, 2022
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
True North
COMPLIANCE SERVICES
FIRST REVIEW
City Pennit No: PC2022-0052
True North No.: 22-018-397
Plan Review: Garage Conversion to JADU and New Detached Garage with ADU
Address: 2501 Davis Ave, Carlsbad CA
Applicant Name: Jesse Leon Applicant Email: jesse@procaldesign.com
True North Compliance Services, Tnc. has completed the first review of the fo llowing documents for the project
referenced above on behalf of the City of Carlsbad:
1.
2.
3.
Drawings: Electronic copy dated NIA by Jesse Leon.
Structural Calculations: Electronic copy dated N/ A, by Pro-Cal design & Engineering.
Energy Document: Electronic copy dated October 19, 2022, by Diane Mendoza
Attn: Permit Technician, the plans have been reviewed for coordination with the permit application. See below
for additional information:
Valuation:
Scope of Work:
Floor Area:
Confirmed
Confirmed
Confirmed
Our comments follow on the attached list. Please call if you have any questions or if we can be of further
assistance.
Sincerely,
True North Compliance Services
Review By: Richard Moreno -Plans Examiner
True North Compliance Services, Inc.
3939 Atlantic Avenue Suite 224, Long Beach, CA 90807
T / 562. 733.8030
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
November 23, 2022
Plan Review Comments
RESUBMITT AL INSTRUCTIONS:
City of Carlsbad-FIRST REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page 2
Please do not resubmit plans until all departments have completed their reviews. For status, please
contact building@carlsbadca.gov
Deliver THREE corrected sets of plans and TWO corrected calculations/reports directly to the City of
Carlsbad Building Division, 1635 Faraday Ave., Carlsbad, CA 92008, ( 442) 339-2719. The City will route the
plans to True North, Planning and Land Development Engineering Departments (if applicable) for continued
review.
Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific instructions
for resubmittal review. The City will not route plans back to Dennis Grubb & Associates for continued Fire
Prevention review.
GENERAL INFORMATION:
A. The following comments are referred to the 20] 9 California Building, Mechanical, Plumbing, Electrical
Codes, California Green Building Standards Code, and Energy Code (i.e., 2018 IBC, UMC, UPC, and 2017
NEC, as amended by the State of California).
8. 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. Please be sure to include the architect and engineer's stamp and signature on all sheets of the drawings and
on the coversheets of specifications and calculations per CBPC 5536.l and CBPC 6735. This item will be
verified prior to plan approval.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups:
Type of Construction:
Sprinklers:
Stories:
Area of Work (sq. ft.):
R-3/U
V-B
No
land 2
Remodel: 260 sq. ft. Deck 188 SF New Garage: 688 SF ADU: 960 SF
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
November 23, 2022
ARCIDTECTURAL COMMENTS:
City of Carlsbad-FIRST REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page3
A 1. All sheets of plans must be signed by the person responsible for their preparation. (California Business and
Professions Code).
a) Submit stamped and signed revisions from the licensed architect.
A2. Truss calculations were not submitted for review. The fo llowing comments apply to deferred submittal
items:
a) The registered design professional in responsible charge shall list the deferred submittals on the
cover sheet of construction documents for review by the building official.
b) Documents for deferred submittal items shall be reviewed by the registered design professional in
responsible charge who shall forward them to the building official with a notation indicating that
they have been reviewed and are in general conformance with the design of the building.
A3 . Please address the following on CS-01.
a) Please add "U" to occupancy list on sheet CS-01.
b) Define dashed lines shown around the proposed Garage/ADU building on CS-01.
c) Note on plans if any part of the steel fence is new or existing.
d) Add "New" to the proposed Terrace overlay.
e) Note" New Stairs" on site plans.
f) Note if CMU wall is new or existing. If new, note that wall height and if under a separate permit.
g) Define hashed areas on site plans.
h) Complete landscape areas percentile on the "Notes" section
i) Show the proposed future driveway for new Garage location on site plans.
A4. Provide electrical and wall legend on A-10 for the JADU floor plans and A-20 garage/ADU building.
AS. Please date stamp each plan sheet.
A6. Show location of sub-panel for JADU on A-10. JADUs must have electrical circuits completely
independent of the main dwelling unit. If this is not feasible, the electrical panel serving the main dwelling
unit may be approved for this use. This panel must be in a common area with direct access from both units.
Government Code Section 65852.22.
a) If sub-panel is installed, note the panel rating, in amperage, on plans.
A 7. Provide a cross section for the JADU conversion. In section note ceiling/plate height, roof height, wall and
ceiling insulation values, etc.
A8. For garage conversions: CRC Section R506 requires a vapor retarder for all slabs below conditioned
space. Please provide verification that a vapor retarder was installed at the time of construction; or
demonstrate how slab will be moisture proofed. Include product manufacturer, method of application,
and ICC ( or equal) approval.
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
November 23, 2022
City of Carlsbad-FIRST REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page4
A 9. Main door for the JDAU on A-11 measures 94-inches in height. Plans state 80 inches. Please scale door on
A-11.
a) Also, note JADU floor elevation on exterior views.
b) Call out the landing at the exterior side of Door to be no more than 7.75" below the door threshold.
CRC R3 I 1.3.1.
c) Provide detail for infi II exterior wall showing the exterior wall covering, water proofing, sheathing,
framing, insulation, and interior wall covering. CRC R 701.
A I 0. Effective July I, 2019, new or replacement garages shall have battery back-up installed for any garage door
openers. SB969. Note on floor plans or electrical plans of JADU.
A 11. Address the following on A20 and A2 l.
a) Provide and reference a minimum of 2 sections for the ADU building. One each way. Only one
longitudinal was provided. Please provide a traversal section.
b) The garage shall be separated from the residence and its attic area by not less than½" gypsum
board applied to the garage side (at walls). Garages beneath habitable rooms shall be separated
by not less than 5/8" Type X gypsum board. Section R302.6.
c) The area of the floor used for parking of vehicles shall be sloped to drain toward the main vehicle
entry doorway. Section R309. 1
d) Provide plan view and section views that graphically delineate the fire-rated and sound rated
separation between the dwelling units.
i) Provide construction details with basis of approval ( e.g. UL Design #, GA File No., etc.
that are tested in accordance with ASTM El 19 or UL 263) for the following:
ii) Separation between dwelling units -Floor and walls must be one-hour fire-resistance
rated.
iii) Fire-resistance rated floor/ceiling assemblies shall extend to and be tight against the
exterior wall assembly.
iv) Supporting construction of the fire rated assemblies shall have equal or greater fire-
resistance rating per CRC R302.3.
e) Sound Rating between Dwelling Units: Wall and floor-ceiling assemblies separating dwelling
units shall be sound rated per CRC AKI O 1.1. Air-borne sound insulation for wall and floor-ceiling
assemblies shall meet a Sound Transmission Class (STC) rating of 45 when tested in accordance
with ASTM E 90. Provide construction details with basis of approval (i.e., UL design #, G.A. file
#). CRC AK.102.1
t) Provide illumination at exterior and interior stairway per CRC R303.8.
g) Provide landing at the bottom of the exterior ADU stairs. CRCR3 l 1.7.5.
h) Note elevation difference between ADU and deck.
i) Provide details of the stairs. Include the following information:
i) Stair tread depth (10" minimum plus tread nosing) and riser height (7.75" maximum) per
CRC R311.7.5.l
ii) Provide light fixture to illuminate the walking surface of the stairs per CRC R311. 7 .9.
j) The casement window next to door for garage 2 needs to be tempered. R308.4.
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
November 23, 2022
City of Carlsbad-FIRST REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page 5
k) Wall Assemblies: CRC 702. Provide wall assembly detail showing the following:
i) Framing members size, spacing, height,
ii) Type and thickness of the wall covering material.
iii) Type of waterproofing membrane, as applicable.
iv) Top and bottom of wall attachments.
A 12. Address the fol lowing deck infonnation on plans:
a) Enclosed framing in wood exterior balconies and decks shall be provided with openings that
provide a net free cross ventilation area not less than 1/150 of the area of each separate space.
Section R3 l 7. I .6
b) Wood balconies and decks that support moisture-penneable floors shall be provided with an
impervious moisture barrier system under the moisture-permeable floor, with positive
drainage. Section R317.1.
c) Specify on the plans the following information for the deck/balcony surfacing materials, per
Section R 106. l . I :
d) Manufacturer's name and product name/number.
e) ICC approval number, or equal.
Al 3. For both ADU and JADU address the following on Al0 and A20.
a) On floor plans or roof plans show attic ventilation per CRC R806. l .
i) Show the number of vents and calculation to justify the quantity is adequate to provide 1
square feet of ventilation per 150 square feet of vented space. CRC R806.2.
ii) Specify a I-inch minimum space between the bottom of the roof sheathing and the
insulation. CRC R806.3.
b) Revise the plan to show the location of the attic access. Attic access shall not be less than 22 inches
by 30 inches and shall be located in a hallway or other readily accessible location. CRC R807.
MECHANICAL COMMENTS:
Ml. On sheet A-21: Detail the dryer exhaust duct design from the dryer to the exterior. The maximum length
is 14 feet with a maximum of two 90-degree elbows or provide the manufacturer's duct length
specification description on the plans: Include the dryer specifications (manufacturer, model, and fuel
type) as well as the duct description (size and type). CMC Section 504.4.2.1.
ELECTRICAL COMMENTS:
El. For both JADU and ADU/Garage on site plans CS-01: Show on the plan the amperage of the electrical
service, the location of the service panel and the location of any sub-panels. If the service is over 200
amperes, submit a single line diagram, panel schedules, and provide service load calculations.
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
City of Carlsbad-FffiST REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page6
November 23, 2022
E2. Please address the following on Sheet A-10 and A21:
a) smoke alarms in the junior ADU area allowed to be placed within 6-ft of a cooking appliance
provided that they area photoelectric type. Per R314.
b) Kitchen Receptacle Outlet Placement: Show locations of receptacle outlets serving the kitchen
counter. Wall spaces along the kitchen countertop shall be provided with receptacles such that no
point along the wall line is more than 24 inches, measured horizontally, from a receptacle outlet
in that space. CEC 210.52(C)(1 ).
c) At the kitchen island countertop, the receptacle shall not be located where the countertop extends
more than 6 inches beyond its support base per CEC 210.52(C)(5) Exception.
d) Include on the plans the following specifications for electrical devices installed in dwellings:
CEC Article 210 & 406
i)
ii)
iii)
iv)
Tamper resistant receptacles for all locations described in 210.52 and 550.13.(i.e. all
receptacles in a dwelling).
Weather resistant type for receptacles installed in damp or wet locations (outside).
406.4(D)(6).
Arc-fault protection for al l outlets (not just receptacles) located in rooms described in
NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc.
GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen
dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc.
PLUMBING COMMENTS:
P 1. Overflow roof drains shall terminate in an area where they will be readily visible and will not cause damage
to the building. If the roof drain terminates through a wall, the overflow drain shall terminate 12" minimum
above the roof drain. City Policy 84-35
P2. Provide the following note for the use of recycled water for irrigation: The City of Carlsbad requires the
installation of a "bypass tee and associated ball valves" be installed above grade on the main water supply
line before it enters the building. Please include the location and specifications for this fitting on the
plumbing plans. (The City Engineer has a detail available, Standard drawing W35).
GREEN BUILDING COMMENTS:
G 1. Climate Action Plan requirements apply to all new structures, residential additions/remodels equal to or
exceeding $60,000 in valuation, and commercial City of Carlsbad requires that all projects that qualify for
CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B-
50) to be completed by the APPLICANT.
a) For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad
ordinance:
b) The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project
valuation will determine which sections of the CAP are required.
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
November 23, 2022
ENERGY COMPLIANCE COMMENTS:
City of Carlsbad-FIRST REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page 7
Tl. Note on plans that all domestic hot water piping to have the following minimum insulation installed: ½"
pipe (1/2" insulation); ¾" pipe (1" insulation); 1" to 1-½" pipe ( 1-½" insulation). CPC 609.1 1 & ES
150.0(j)
a) Additionally, the ½" hot water pipe to the kitchen sink, and the cold-water pipe within 5' of the
water heater both require 1" minimum insulation. ES 150.O(j)
T2. For both ADU and JADU, address the following on A 10 and A-20:
a) Note or provide the following design requirements for gas water heaters installed to serve
individual dwelling units: ES 150.0(n)
i) Gas piping sizing based upon a minimum input of200,000 btu/hr.
ii) A condensate drain installed no higher than 2" above the base of the heater that also
allows for gravity drainage.
iii) The "B" vent installed in a straight position from the room containing the water heater to
the roof termination. (For future possible sleeving for high efficiency heater venting.)
iv) A 120-volt receptacle accessible to the heater installed within 3 '.
STRUCTURAL COMMENTS:
SI. A soils report is required for all new construction, additions over 500 sf, and new detached ADUs over
500 sf. Submit a soils report and incorporate the recommendations of the report into the design. See Link
below for additional information.
https://www.carlsbadca.gov/home/showpublisheddocument/6835/637842553336870000
S2. Provide non-load bearing top and bottom connection details for the JADU conversion.
S3. Trnsses: If trusses are to be deferred, please add deferred noted
a) Provide truss details and truss calculations for this project. Specify truss identification numbers
on the plans.
b) Please provide evidence that the engineer-of-record (or architect) has reviewed the truss
calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a
letter). CBC Section 107.3.4.1.
S4. Please address the following on sheet S-10.
a) Detail callout 7/S502. There is no such sheet on set.
b) S.O.G. information noted on foundation plan does not state any moisture barrier. Please provide
informaiton on resubmittal.
c) Provide and reference exterior post to footing connection detail.
d) Notice hat detail 5/SS l states typical interior grade beam, not exterior footing connection. Please
review and revise.
e) Shear wall type SW was not defined on shear wall schedule S-66. Please review.
f) Plans show double sided Simpson walls at front of garage. Verify that foundation plans are
coordinated with structural calculations. Grid Y4.
Garage Conversion to JADU and New Detached Garage with ADU
2501 Davis Ave
November 23, 2022
City of Carlsbad-FIRST REVIEW
City Permit No.: PC2022-0052
True North No.: 22-018-397
Page8
If you have any questions regarding the above comments, please contact Richard Moreno via email
richardm@tncservices.com or telephone (562) 733-8030.
[END]
PRO-CAL
DES IGN &
ENG I NEER IN G
'•'.1Cl l.iiQP[:\l;\ "".iOULf-:'✓A :o, $l -?C'f,
SI\\ D EGO. CJ\ 92117
STRUCTURAL CALCULATIONS FOR:
DAVIS AVE ADU
2501 DAVIS AVENUE
CARLSBAD, CA 92008
PC2022-0052
2501 DAVIS AVE
BONEE: NEW DETACHED
(688SF) WITH DECK(188sF~~~::g~FbO0VER GARAGE
JAOU (260 SF) NVERSION TO
1552511400
11/4/2022
PC2022-0052
TABLE OF CONTENTS
PROJECT SUMMARY .............................................. A1
GRAVITY DESIGN ................................................... 81 -814
LATERAL DESIGN ................................................... C1 -C22
FOUNDATION DESIGN ............................................ 01
PROJECT SUMMARY
THE PROJECT CONSISTS OF A 2-STORY ADU STRUCTURE OF WOOD LIGHT FRAME
CONSTRUCTION. THE BUILDING USES STANDARD SHALL FOUNDATIONS WITH SLAB ON GRADE
AT THE FIRST FLOOR AND CONVENTIONAL DIMENSION LUMBER FLOOR FRAMING FOR THE
SECOND FLOOR. PRE-MANUFACTURED WOOD ROOF TRUSSES ARE USED FOR THE ROOF
FRAMING AND ARE A DEFERRED SUBMITTAL TO THESE PERMIT PLANS. THE LATERAL FORCE
RESISTING SYSTEM OF THE STRUCTURE CONSISTS OF LIGHT FRAMED WOOD WALLS
SHEATHED WITH SHEAR PANELS AND SIMPSON STRONG WALLS AT THE GARAGE FRONT.
THE ADU STRUCTURE CONSISTS OF GROUND FLOOR PARKING GARAGES WITH LIVING SPACE
ABOVE. THE FLOOR PLAN OF THE LIVING SPACE DOES NOT ALIGN WITH THE GARAGE FLOOR
PLAN BELOW AND THEREFORE DISCONTINUOUS BEARING/SHEAR WALLS ARE PRESENT. AT
THE SECOND FLOOR, THESE DISCONTINUOUS LOADS ARE SUPPORTED BY A SYSTEM OF
CANTILEVER JOISTS AND BEAMS. STRUCTURAL MEMBERS SUPPORTING THE DISCONTINOUS
SHEAR WALLS (IE WOOD BEAMS, DIAPHRAGMS, SHEAR WALLS BELOW) ARE DESIGNED FOR
OVERSTRENGTH SEISMIC FORCES PER ASCE 7-16 WHILE THE UPPER SHEAR WALLS AND
FOUNDATIONS ARE DESIGNED FOR JUST THE CODE LEVEL SEISMIC FORCES.
THE FOUNDATIONS ARE DESIGNED USING THE PRESUMPTIVE SOIL BEARING VALUES FROM
THE CBC TABLE 1806.2 (CLAY, SANDY CLAY, SILTY CLAY, ETC).
GOVERNING CODES
-CALIFORNIA BUILDING CODE (CBC 2019)
-CITY OF SAN DIEGO AMENDMENTS
-ASCE 7-16
-NOS 2018 / SPDWS 2015
-ACI 318-14
LOADING CRITERIA
DEAD LOADS: LIVE LOADS:
-TYPICAL FLOOR: ............ 16 PSF -TYPICAL FLOOR: ............... 40 PSF
-EXTERIOR BALCONY: ..... 20 PSF -EXTERIOR BALCONY: ....... 60 PSF
-ROOF : ............................... 14 PSF -ROOF (Lr): .......................... 20 PSF
WIND LOADS: SEISMIC LOADS:
-DESIGN WIND SPEED: ............................. 96 MPH -Ss: .................... 1.055g Sds: ...... 0.844g
-EXPOSURE CATERGORY: ....................... B -S1: ................... 0.383g Sd1: ...... 0.489g
-GUST EFFECT FACTOR: ......................... 0.85 -SITE CLASS: ... D (DEFAULT)
-INTERNAL PRESSURE COEFFICIENT: ... +/-0.18 -RISK CATEGORY: II
-SEISMIC DESIGN CATEGORY: D
PRO-CAL
DESIGN &
ENG INEER ING
GRAVITY DESIGN
DAVIS AVE ADU
2501 DAVIS AVENUE
CARLSBAD, CA 92008
UP
POST 1 L..JI:---------
IT
Ill
11
II II , II
JOIST AND BEAM DESIGN KEY PLAN
T£P.W.E AEC ,,, RA 1?
3/4" OSB SHrG TYPE 0
ATTYP INTERIOR
FLOOR.SEE W
~
I/ ,(!~V' /4"'6/ /1, .. mo
3/4" Pl YWOOD TYPE 0
WITH TRAFFIC COATING PER
ARCH. TYP AT EXTERIOR
BALCONIES SEEW
~
\ HOR
I
3/4" OSB SHrG TYPE ( 3
AT HATCHED FLOOR.
SEEW
~
ID
Yi · N
~ .....,
ill 31'-0" ~ ~I [i]~I-t' r r ,,_,,.,, ~.~ r r r c,1 al 7777;,,•~7777 --
(0
ill 32'-0"
12·-0-,r 1 'I
2ND FLR FRAMING PLAN
B1
HEADER RUNS ON
TOP STRONG WALL
BELOW. SEE SHEET
WSWH-1
Project Title:
Engineer:
Project ID:
B2
Project Descr:
Wood Beam Project File: Davis Street Calcs.ec6
UC#: KW-06018968, Build:20.22.10.25 PRO-CAL Design (c) ENERCALC INC 1983-2022
DESCRIPTION: JOIST 1: 2ND FLOOR SHORT CANTILEVER JOIST
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method : Load Resistance Factor D
Load Combination IBC 2018
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
D(0.023994i L(0 05332/
2x12
Span = 10.50 ft
Applied Loads
Beam self weight calculated and added to loading
Load for Span Number 1
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
900 psi
900 psi
1350 psi
625 psi
180 psi
575 psi
E : Modulus of Elasticity
Ebend-xx 1600 ksi
Eminbend -xx 580ksi
Density 31.21 pcf
Repetitive Member Stress Increase
0(012~26)
D(0 0333251 L(0 05332)
2x12
Span= 2.50 ft
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D"' 0.0180, L"' 0.040 ksf, Tributary Width"' 1.333 ft, (2ND FLOOR LOAD)
Load for Span Number 2
Uniform Load : D "' 0.0250, L "' 0.040 ksf, Tributary Width "' 1.333 ft, (2ND FLOOR LOAD)
Point Load : D "'0.20, Lr "' 0.260 k@ 2.50 ft, (ROOF LOAD)
Point Load: D "'0.270 k @ 2.50 ft, (2ND FLR WALL LOAD)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.567: 1
Section used for this span 2x12
fb: Actual "' 1,013.38psi
F'b "' 1,788.48psi
Load CombinatiOOD+1.60Lr+0.50L +1 .60H, LL Comb Run (LL)
Location of maximum on span 10.500ft
Span # where maximum occurs "' Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
0.043 in Ratio =
-0.039 in Ratio =
0.107 in Ratio =
-0.058 in Ratio=
Maximum Shear Stress Ratio = 0.312 : 1
Section used for this span 2x12
fv: Actual "' 96.99 psi
F'v "' 311.04 psi
Load Combina1i6!{)D+1.60Lr+0.50L +1.60H, LL Comb Run (LL)
Location of maximum on span 10.500 ft
Span # where maximum occurs "' Span # 1
1404 >=480
1536>=480
560>=240
2164 >=240
Span: 2 : Lr Only, LL Comb Run ('L)
Span: 2: L Only, LL Comb Run (L')
Span: 2 : +D+Lr+H, LL Comb Run ('L)
Span: 1 : +D+Lr+H, LL Comb Run ('L)
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
L Only, LL Comb Run (L*)
+D+Lr+H, LL Comb Run (LL)
Vertical Reactions
Load Combination
1
2
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
Max Downward from all Load Conditio
0.0506
0.1069
4.575
2.500
+D+Lr+H, LL Comb Run (LL)
Support notation : Far left is #1
Support 1 Support 2 Support 3
0.302 1.394
0.302 1.394
0.280 0.831
-0.062
-0.0582
0.0000
Values in KIPS
6.453
6.453
Project Title:
Engineer:
Project ID:
B3
Project Descr:
Wood Beam Project File: Davis Street Calcs.ec6
UC#: KW-06018968. Build:20.22.10.25 PRO-CAL Design (c) ENERCALC INC 1983-2022
DESCRIPTION: JOIST 1: 2ND FLOOR SHORT CANTILEVER JOIST
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2 Support 3
Max Downward from Load Combinations -0.040
Max Downward from Load Cases (Resis -0.062
+D+H 0.022 0.831
+D+L +H, LL Comb Run (*L) 0.006 0.980
+D+L +H, LL Comb Run (L *) 0.302 1.110
+D+L +H, LL Comb Run (LL) 0.286 1.260
+D+Lr+H, LL Comb Run (*L) -0.040 1.152
+D+Lr+H, LL Comb Run (L *) 0.022 0.831
+D+Lr+H, LL Comb Run (LL) -0.040 1.152
+D+S+H 0.022 0.831
+D+0.750Lr+0.750L+H, LL Comb Run(* -0.036 1.184
+D+0.750Lr+0.750L+H, LL Comb Run (L 0.232 1.Q40
+D+0.750Lr+0.750L+H, LL Comb Run (L 0.174 1.394
+D+0.750L +0.750S+H, LL Comb Run (*L 0.010 0.942
+D+0.750L+0.750S+H, LL Comb Run (L* 0.232 1.040
+D+0.750L +0. 750S+H, LL Comb Run (LL 0.220 1.152
+D+0.60W+H 0.022 0.831
+D+0.70E+H 0.022 0.831
+D+0.750Lr+0.750L +0.450W+H. LL Comb -0.036 1.184
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.232 1.Q40
+D+0.750Lr+0.750L+0.450W+H, LL Comb 0.174 1.394
+D+0.750L+0.750S+0.450W+H, LL Comb 0.010 0.942
+D+0.750L+0.750S+0.450W+H, LL Comb 0.232 1.040
+D+0.750L +0.750S+0.450W+H, LL Comb 0.220 1.152
+D+0.750L +0.750S+0.5250E+H, LL Comb 0.010 0.942
+D+0.750L +0. 750S+0.5250E+H, LL Comb 0.232 1.040
+D+0.750L +0. 750S+0.5250E+H. LL Comb 0.220 1.152
+0.60D+0.60W+0.60H 0.013 0.498
+0.60D+0.70E+0.60H 0.013 0.498
D Only 0.022 0.831
Lr Only, LL Comb Run (*L) -0.062 0.322
Lr Only, LL Comb Run (LL) -0.062 0.322
L Only, LL Comb Run (*L) -0.016 0.149
L Only, LL Comb Run (L*) 0.280 0.280
L Only, LL Comb Run (LL) 0.264 0.429
H Only
Project Title: DAVIS ADU
Engineer: PS
Project ID:
Project Descr: 2-STORY ADU
B4
Wood Beam Project File: Davis Street Calcs.ec6
UC#: KW-06018968, Build:20.22.10.25 PRO-CAL Design (c) ENERCALC INC 1983-2022
DESCRIPTION: JOIST 2: 2ND FLOOR LONG CANTILEVER JOIST
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method : Load Resistance Factor D
Load Combination IBC 2018
Wood Species
Wood Grade
Beam Bracing
Applied Loads
Douglas Fir-Larch
No.2
Beam is Fully Braced against lateral-torsional buckling
D 0 023994 L 0.05332
2x12
Span= 10 on
Beam self weight calculated and added to loading
Load for Span Number 1
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
900.0 psi
900.0 psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1,600.0 ksi
Eminbend -xx 580.0ksi
Density 31.210pcf
Repetitive Member Stress Increase
D O 033325 L O 05332
2x12
Span= 5 250 fl
Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D = 0.0180, L = 0.040 ksf, Tributary Width= 1.333 ft, (2ND FLOOR LOAD)
Load for Span Number 2
Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.333 ft, (2ND FLOOR LOAD)
Point Load : D = 0.030, Lr= 0.040 k@ 5.250 ft, (ROOF LOAD)
Point Load : D = 0.270 k@ 5.250 ft, (2ND FLR WALL LOAD)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
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
Overall Maximum Deflections
=
=
=
0.825 1
2x12
1,106.88 psi
1,341.36psi
+1.40D+1.60H
10.000ft
Span# 1
0.109 in Ratio=
-0.071 in Ratio=
0.402 in Ratio=
-0.089 in Ratio=
Design OK
Maximum Shear Stress Ratio = 0.269 : 1
Section used for this span 2x12
fv: Actual = 83.82 psi
F'v = 311.04psi
Load CombinatlaWD+0.50Lr+1.60L +1.60H, LL Comb Run (*L)
Location of maximum on span = 10.000 ft
Span # where maximum occurs = Span # 1
11 58 >=480
1780>=480
312>=240
1343>=240
Span: 2 : L Only, LL Comb Run (*L)
Span: 2 : L Only, LL Comb Run (L*)
Span: 2: +D+L+H, LL Comb Run (*L)
Span: 1 : +D+L +H. LL Comb Run (*L)
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
1
+D+L +H, LL Comb Run (*L) 2
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
Max Downward from all Load Conditio
0.0000
0.4020
0.000
5.250
+D+L +H, LL Comb Run (*L)
Support notation : Far left is #1
Support 1 Support 2 Support 3
0.267 1.461
0.196 1.461
0.267 0.841
-0.144
-0.0893
0.0000
Values in KIPS
5.978
5.978
Project Title: DAVIS ADU
Engineer: PS B5
Project ID:
Project Descr: 2-STORY ADU
Wood Beam
UC#: KW-06018968, Build:20.22.10.25 PRO-CAL Design
DESCRIPTION: JOIST 2: 2ND FLOOR LONG CANTILEVER JOIST
Vertical Reactions
Load Combination
Max Downward from Load Combinations
Max Downward from Load Cases (Resis
+D+H
+D+L+H, LL Comb Run (•L)
+D+L +H, LL Comb Run (L ')
+D+L +H, LL Comb Run (LL)
+D+Lr+H, LL Comb Run ('L)
+D+Lr+H, LL Comb Run (L')
+D+Lr+H, LL Comb Run (LL)
+D+S+H
+D+0.750Lr+0.750L +H, LL Comb Run(*
+D+0.750Lr+0.750L+H, LL Comb Run (L
+D+0.750Lr+0.750L +H, LL Comb Run (L
+D+0.750L+0.750S+H, LL Comb Run (*L
+D+0.750L+0.750S+H, LL Comb Run (L*
+D+0.750L+0.750S+H, LL Comb Run (LL
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L +0.450W+H, LL Comb
+D+0.750Lr+0.750L +0.450W+H, LL Comb
+D+0.750Lr+0.750L +0.450W+H, LL Comb
+D+0.750L +0.750S+0.450W+H, LL Comb
+D+0.750L +0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L +0. 750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
DOnly
Lr Only, LL Comb Run (*L)
Lr Only, LL Comb Run (LL)
L Only, LL Comb Run ('L)
L Only, LL Comb Run (L•)
L Only, LL Comb Run (LL)
H Only
Support notation : Far left is #1
Support 1 Support 2 Support 3
-0.144
-0.073
-0.070
-0.144
0.196
0.123
-0.091
-0.070
-0.091
-0.070
-0.141
0.130
0.059
-0.125
0.130
0.075
-0.070
-0.070
-0.141
0.130
0.059
-0.125
0.130
0.075
-0.125
0.130
0.D75
-0.042
-0.042
-0.070
-0.021
-0.021
-0.073
0.267
0.193
0.841
1.194
1.107
1.461
0.902
0.841
0.902
0.841
1.152
1.041
1.352
1.106
1.041
1.306
0.841
0.841
1.152
1.041
1.352
1.106
1.041
1.306
1.106
1.041
1.306
0.505
0.505
0.841
0.061
0.061
0.353
0.267
0.620
Project File: Davis Street Calcs.ec6
(c) ENERCALC INC 1983-2022
Values in KIPS
lJl::.l-'IH=11.L'.!J" 1"NUICHAI Ut:.r'IH=~.S
'V ~ -1/4" PER FT Eni:pneer:
DAVIS ADU
PS . I~ ~ EXTERIOR WALL/ Project Title:
_
1
___ ~: :;)-ProJect ID:
I~ Project Descr: 2-STORY ADU
. . . '""--DEPTH= 7.4"
-I
B6
Wood Beam Project File: Davis Street Calcs.ec6
UC#: KW-06018968, Build:20.22.10.25 PRO-CAL Design (c) ENERCALC INC 1983-2022
DESCRIPTION: JOIST 3: CANTILEVER BALCONY JOIST
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method : Load Resistance Factor D
Load Combination IBC 2018
Wood Species
Wood Grade
Douglas Fir-Larch
No.2
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
900.0 psi
900.0psi
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
E : Modulus of Elasticity
Ebend-xx 1,600.0ksi
Eminbend -xx 580.0ksi
Density 31.21 O pct
Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase
I l •
D(O Q®l4)__
D(& 02666)❖L(0 053J2l
l.
Applied Loads
1.50 X 8.30
Span= 10 750 ft
DJ0 033325) L(0.07998)
1.50 X 7 40
Span= 3 670 ft _1 ____ _
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.020, L = 0.040 ksf, Extent= 0.0 --» 3.0 ft, Tributary Width = 1.333 ft, (2ND FLOOR LOAD (INTERIOR))
Point Load : D = 0.030, Lr= 0.040 k@ 3.0 ft, (ROOF LOAD)
Point Load : D = 0.270 k@ 3.0 ft, (2ND FLOOR WALL WEIGHT)
Uniform Load : D = 0.0250, L = 0.060 ksf, Extent= 3.0 --» 10.750 ft, Tributary Width= 1.333 ft, (BALCONY LOAD)
Load for Span Number 2
Uniform Load : D = 0.0250, L = 0.060 ksf, Tributary Width = 1.333 ft, (BALCONY LOAD)
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio = 0.999: 1 Maximum Shear Stress Ratio = 0.434 : 1
Section used for this span 1.50 X 8.30
fb: Actual = 1,965.59psi
F'b = 1,967.33 psi
Load Combim1ti.:00D+0.50Lr+1 .60L+1 .60H, LL Comb Run (L•)
Location of maximum on span = 4.744ft
Span# where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
0.146 in Ratio=
-0.218 in Ratio=
0.355 in Ratio=
-0.336 in Ratio=
Section used for this span 1.50 X 7.40
Iv: Actual = 134.99 psi
F'v = 311.04 psi
Load Combina1iaWD+0.50Lr+1.60L+1.60H, LL Comb Run (LL)
Location of maximum on span = 0.000 ft
Span# where maximum occurs = Span # 2
604 >=360
402>=360
363>=240
262>=240
Span: 2 : L Only, LL Comb Run (*L)
Span: 2: L Only, LL Comb Run (L*)
Span: 2: +D+L+H, LL Comb Run (*L)
Span: 2 : +D+L +H, LL Comb Run (L *)
Load Combination Span Max."." Dell Location in Span Load Combination Max. "+" Defl Location in Span
+D+L+H, LL Comb Run (L*)
Vertical Reactions
Load Combination
1
2
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
0.3547
0.0000
5.225
5.225 +D+L+H, LL Comb Run (L*)
Support notation : Far left is #1
Support 1 Support 2 Support 3
0.731 1.190
0.731 1.190
0.370 0.762
0.0000
-0.3361
Values in KIPS
0.000
3.670
Project Title: DAVIS ADU
Engineer: PS B7
Project ID:
Project Descr: 2-STORY ADU
Wood Beam
LIC#: KW-06018968, Build:20.22.10.25 PRO-CAL Design
DESCRIPTION: JOIST 3: CANTILEVER BALCONY JOIST
Vertical Reactions
Load Combination
Max Downward from all Load Conditio
Max Downward from Load Cases (Resis
+D+H
+D+L +H, LL Comb Run (*L)
+D+L +H, LL Comb Run (L *)
+D+L +H, LL Comb Run (LL)
+D+Lr+H, LL Comb Run (*L)
+D+Lr+H, LL Comb Run (L *)
+D+Lr+H, LL Comb Run (LL)
+D+S+H
+D+0.750Lr+0.750L +H, LL Comb Run(*
+D+0.750Lr+0.750L +H, LL Comb Run (L
+D+0.750Lr+0.750L +H, LL Comb Run (L
+D+0.750L +0.750S+H, LL Comb Run (*L
+D+0.750L +0.750S+H, LL Comb Run (L*
+D+0.750L+0.750S+H, LL Comb Run (LL
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L +0.450W+H, LL Comb
+D+0.750Lr+0.750L +0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L +0.750S+0.450W+H, LL Comb
+D+0.750L +0.750S+0.5250E+H, LL Comb
+D+0.750L+0.750S+0.5250E+H, LL Comb
+D+0.750L +0.750S+0.5250E+H, LL Comb
+0.60D+0.60W+0.60H
+0.600+0. 70E+0.60H
D Only
Lr Only, LL Comb Run (L*)
Lr Only, LL Comb Run (LL)
L Only, LL Comb Run (*L)
L Only, LL Comb Run (L *)
L Only, LL Comb Run (LL)
H Only
Support notation : Far left is #1
Support 1 Support 2 Support 3
-0.050
-0.050
0.370
0.320
0.731
0.681
0.370
0.399
0.399
0.370
0.333
0.663
0.625
0.333
0.641
0.604
0 370
0.370
0.333
0.663
0.625
0.333
0.641
0.604
0.333
0.641
0.604
0.222
0.222
0.370
0.029
0.029
-0.050
0.361
0.311
0.428
0.772
0.847
1.190
0.428
0.439
0.439
0.428
0.686
0.750
1.008
0.686
0.742
1.000
0.428
0.428
0.686
0.750
1.008
0.686
0.742
1.000
0.686
0.742
1.000
0.257
0.257
0.428
0.011
0.011
0.344
0.419
0.762
Project File: Davis Street Calcs.ec6
(c) ENERCALC INC 1983-2022
Values in KIPS
Project Title:
Engineer:
DAVIS ADU
PS B8
Project ID:
Project Descr: 2-STORY ADU
Wood Beam
LIC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: BEAM 1
CODE REFERENCES
PRO-CAL Design
Calculations per NDS 2018, IBC 2018. CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Project File: Davis Street Calcs.ec6
(c) ENERCALC INC 1983-2022
Analysis Method : Load Resistance Factor D
Load Combination IBC 2018
Fb +
Fb -
1,000.0 psi
1,000.0 psi
1,500.0 psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
Douglas Fir-Larch
No.1
Fe -Prll
Fe -Perp
Fv
Ft
Beam is Fully Braced against lateral-torsional buckling
6x12
Span= 10.50 ft
625.0 psi
180.0 psi
675.0 psi
Ebend-xx 1,700.0 ksi
Eminbend -xx 620.0 ksi
Density 31 .210pcf
Applied Loads Service loads entered Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D :::: 0.10, L = 0.2670 . Tributary W idth :::: 1.0 ft. (2ND FLOOR LOAD)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
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
Overall Maximum Deflections
Load Combination Span
+D+L
Vertical Reactions
Load Combination
Max Upward from all Load Cond1t1ons
Max Upward from Load Combinations
Max Upward from Load Cases
DOnly
+D+L
+D+0.750L
+0.60D
L Only
:::;
0.445: 1
6x12
768.90psi
1,728.00psi
+1.20D+1 .60L
5.250ft
Span# 1
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
0.062 in Ratio=
O in Ratio=
0.088 in Ratio=
O in Ratio=
2032>=480
0 <480
1425 >=240
0<240
Span: 1 : L Only
n/a
Span: 1 : +D+L
n/a
Max ... _ .. Defl Location in Span Load Combination
0.0884 5.288
Support notation : Far left is #1
Support 1 Support 2
1.999 1.999
1.999 1.999
1.402 1.402
0.597 0.597
1.999 1.999
1.648 1.648
0.358 0.358
1.402 1.402
Design OK
= 0.184: 1
6x12
= 57.37 psi
= 311.04 psi
+1.20D+1.60L
= 0.000 ft
= Span# 1
Max. "+" Defl Location in Span
0.0000
Values in KIPS
0.000
LJl::PIH =1 1.Lti" 1"NUICHAI Ut:r'IH=t.5.S
'V ~ -1/4" PER FT EnQtneer:
DAVIS ADU
PS B9 . I. ~ EXTERIOR WALL✓ Project Title:
I ; ➔ Proiect ID:
~ Project Descr: 2-STORY ADU
.__ ---+---------+---~! .......__DEPTH= 7.4"
-I
Wood Beam
UC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: BEAM 2
PRO-CAL Design
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
Analysis Method : Load Resistance Factor D
Load Combination IBC 2018
Wood Species Douglas Fir-Larch
Wood Grade No.1
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
Fb +
Fb -
Fe -Prll
Fe -Perp
Fv
Ft
Project File: Davis Street Calcs.ec6
(c) ENERCALC INC 1983-2022
1350 psi E : Modulus of Elasticity
1350 psi Ebend-xx 1600ksi
925psi Eminbend -xx 580ksi
625psi
170 psi
675 psi Density 31.21 pcf
D(O.~u;Q14-4)f-----,.,~---"'-D(c,cO__,,Oc:,33'-"3-"'25'ti-"'L(""0--"07:....:.9'-"9"'-'8)c..__-----,--------;..* --~,,...-!:D~(0~0~4.J.!)*L!,J:(0!!.._l112u_) ~--~~
0(0., 022661l L(O 053,,32) l ~ DJQ 03332~ L(O 0799~)
i ) •
1h~ OMEGA*OVERTURNING
SEISMIC LOAD APPLIED.
s;;;;oDIVIDED BY 2 TO BE SPLIT
BETWEEN TWO BEAMS
Span= 10.670 n
5.50 X 7.40
Span = 3.670 n
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0170, L = 0.040 ksf, Extent= 0.0 --» 3.0 ft, Tributary Width = 1.333 ft, (2ND FLOOR LOAD (INTERIOR))
Point Load : D = 0.030, Lr= 0.040 k @ 3.0 ft, (ROOF LOAD)
Point Load: D = 0.270 k@ 3.0 ft, (2ND FLOOR WALL WEIGHT)
Uniform Load : D = 0.0250, L = 0.060 ksf, Extent= 3.0 --» 10.670 ft, Tributary Width = 1.333 ft, (BALCONY LOAD)
Point Load : E = 4.80 k @ 3.0 ft, (2ND FLR DISCONTINUOUS SHEAR WALL LOAD)
Load for Span Number 2
Uniform Load : D = 0.0250. L = 0.060 ksf, Tributary Width= 1.333 ft, (BALCONY LOAD)
Uniform Load: D = 0.020, L = 0.060 ksf, Tributary Width= 2.0 ft, (STAIR LOAD)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
0.70l 1
5.50 X 8.30
fb: Actual 2,254.01 psi
F'b = 3,207.60psi
Load Combin~0.50L+0.70S+E+1.60H, LL Comb Run (L*)
Location of maximum on span = 3.040ft
Span # where maximum occurs = Span # 1
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Overall Maximum Deflections
0.099 in Ratio=
-0.058 in Ratio=
0.248 in Ratio=
-0.263 in Ratio=
Design OK
Maximum Shear Stress Ratio = 0.404 : 1
Section used for this span 5.50 X 7.40
Iv: Actual = 148.40 psi
F'v = 367 .20 psi
Load Combina'ffiB+0.50L +0. 70S+E+1 ,60H, LL Comb Run (L *)
Location of maximum on span = 0.000 ft
Span # where maximum occurs = Span # 2
892>=360
1514 >=360
354 >=240
334 >=240
Span: 2 : L Only, LL Comb Run (*L)
Span: 2 : L Only, LL Comb Run (L*)
Span: 2 : +D+0.750L+0.750S-0.5250E+H, LL Comb Run
Span: 2 : +D+0.70E+H
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Dell Location in Span
+D+0.70E+H
Vertical Reactions
Load Combination
1
2
Max Upward from all Load Conditions
0.3080
0.0000
4.769
4.769 +D+0,70E+H
Support notation : Far left is #1
Support 1 Support 2 Support 3
3.450 2.329
0.0000
-0.2633
Values in KIPS
0,000
3.670
Wood Beam
UC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: BEAM 2
Vertical Reactions
Load Combination
Max Upward from Load Combinations
Max Upward from Load Cases
Max Downward from all Load Conditio
Max Downward from Load Combinations
Max Downward from Load Cases (Resis
+D+H
+D+L +H, LL Comb Run (*L)
+D+L +H, LL Comb Run (L *)
+D+L+H, LL Comb Run (LL)
+D+Lr+H, LL Comb Run (*L)
+D+Lr+H, LL Comb Run (L*)
+D+Lr+H, LL Comb Run (LL)
+D+S+H
+D+0.750Lr+0.750L+H, LL Comb Run(*
+D+0.750Lr+0.750L+H, LL Comb Run (L
+D+0.750Lr+0.750L+H, LL Comb Run (L
+D+0.750L +0.750S+H, LL Comb Run (*L
+D+0.750L+0.750S+H, LL Comb Run (L*
+D+0.750L+0.750S+H, LL Comb Run (LL
+D+0.60W+H
+D+0.70E+H
+D-0.70E+H
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750Lr+0.750L+0.450W+H, LL Comb
+D+0.750L +0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L+0.750S+0.450W+H, LL Comb
+D+0.750L +0. 750S+0.5250E+H, LL Comb
+D+0.750L +0. 750S+0.5250E+H, LL Comb
+D+0.750L +0.750S+0.5250E+H, LL Comb
+D+0.750L +0.750S-0.5250E+H, LL Comb
+D+0.750L +0.750S-0.5250E+H, LL Comb
+D+0.750L +0.750S-0.5250E+H, LL Comb
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
+0.60D-0.70E+0.60H
D Only
Lr Only, LL Comb Run (L *)
Lr Only, LL Comb Run (LL)
L Only, LL Comb Run (*L)
L Only, LL Comb Run (L*)
L Only, LL Comb Run (LL)
E Only
E Only* -1 .0
H Only
Project Title: DAVIS ADU
Engineer: PS
Project ID:
Project Descr: 2-STORY ADU
B10
Project File: Davis Street Calcs.ec6
PRO-CAL Design (c) ENERCALC INC 1983-2022
Support notation : Far left is #1 Values in KIPS
Support 1 Support 2 Support 3
2.782 2.329
3.450 1.350
-3.450 -1 .350
-2.195 -0.546
-3.450 -1.350
0.367 0.664
0.241 1.524
0.725 1.079
0.599 1.939
0.367 0.664
0.396 0.675
0.396 0.675
0.367 0.664
0.272 1.309
0.657 0.984
0.562 1.629
0.272 1.309
0.635 0.975
0.541 1.620
0.367 0.664
2.782 1.608
-2.048 -0.281
0.272 1.309
0.657 0.984
0.562 1.629
0.272 1.309
0.635 0.975
0.541 1.620
2.084 2.017
2.447 1.684
2.352 2.329
-1.539 0.600
-1.176 0.267
-1.271 0.912
0.220 0.398
2.635 1.343
-2.195 -0.546
0.367 0.664
0.Q29 0.011
0.029 0.011
-0.126 0.860
0.358 0.415
0.232 1.276
3.450 1.350
-3.450 -1.350
Project Title:
Engineer:
DAVIS ADU
PS B11
Project ID:
Project Descr: 2-STORY ADU
Wood Beam Project File: Davis Street Calcs.ec6
LIC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: BEAM 3
CODE REFERENCES
PRO-CAL Design
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : IBC 2018
Material Properties
(c) ENERCALC INC 1983-2022
Analysis Method : Load Resistance Factor D
Load Combination IBC 2018
Fb +
Fb -
1,000.0 psi
1,000.0 psi
1,500.0 psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
Douglas Fir-Larch
No.1
Beam is Fully Braced against lateral-torsional buckling
E(1 35)
D(O 32L L(0.57) ..-----,,,,---'=='f'r="""'-'_L_-•
Fe -Prll
Fe -Perp
Fv
Ft
E(1.35)
I ,
4x14
Span = 10.50 n
625.0psi
180.0 psi
675.0 psi
D(O 233) L(O 31)
Ebend-xx 1,700.0 ksi
Eminbend -xx 620.0ksi
Density 31.210pcf
J
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.320, L = 0.570 k/ft, Extent= 0.0 --» 4. 750 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.2330, L = 0.310 k/ft, Extent = 4. 750 --» 10.50 ft, Tributary Width = 1.0 ft
Point Load : E = 1.350 k @ 4. 750 ft
Point Load : E = 1.350 k@ 6.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
=
=
=
o.94a 1
4x14
1,638.31 psi
1,728.00psi
+1 .20D+1.60L
4.637ft
Span# 1
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
Span: 1 : L Only
n/a
=
Design OK
0.483: 1
4x14
150.23 psi
311.04 psi
+1.20D+1.60L
0.000ft
Span# 1
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.100 in Ratio=
O in Ratio=
0.192 in Ratio=
-0.027 in Ratio=
1255 >=360
0<360
654>=180
4636 >=180
Span: 1 : +D+0.750L +0.5250E
Span: 1 : +0.60D-0.70E
Overall Maximum Deflections
Load Combination
+D+0.750L +0.5250E
Vertical Reactions
Load Combination
Span
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
Max Downward from all Load Conditio
Max Downward from Load Combinations
Max Downward from Load Cases (Resis
Max. "." Dell Location in Span Load Combination
0.1924 5.212
Support notation : Far left is #1
Support 1 Support 2
4.225 3.525
4.225 3.525
2.583 1.907
-1 .318 -1.382
-0.146
-1 .318 -1.382
Max. "+" Dell Location in Span
0.0000
Values in KIPS
0.000
Wood Beam
UC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: BEAM 3
Vertical Reactions
Load Combination
D ny
+D+L
+D+0.750L
+D+0.70E
+D-0.70E
+D+0. 750L +0.5250E
+D+0.750L-0.5250E
+0.600
+0.60O+0.70E
+0.600-0. 70E
L Only
E Only
E Only * -1.0
Support 1
1.59
4.179
3.533
2.518
0.673
4.225
2.841
0.957
1.880
0.035
2.583
1.318
-1.318
Project Title: DAVIS ADU
Engineer: PS B12
Project ID:
Project Descr: 2-STORY ADU
PRO-CAL Design
Support notation : Far left is #1
Support 2
1.3 9
3.276
2.800
2.337
0.402
3.525
2.074
0.822
1.789
-0.146
1.907
1.382
-1 .382
Project File: Davis Street Calcs.ec6
(c) ENERCALC INC 1983-2022
Values in KIPS
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Column
DAVIS ADU
PS
2-STORY ADU
B1 3
Project File: Davis Street Calcs.ec6
UC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: POST 1
PRO-CAL Design (c) ENERCALC INC 1983-2022
Code References
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2018
General Information
Analysis Method Load Resistance Factor Design
End Fixities Top & Bottom Pinned
Overall Column Height 9 ft
·, -Jscri fol' .nvn-.:;tc:nr:cr :;c,Jcu/{)t1•)n~·)
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fb + 900.0 psi
Fb -900.0psi
Fe -Prll 1,350.0 psi
Fe -Perp 625.0 psi
Fv
Ft
Density
180.0 psi
575.0 psi
31.210 pct
Wood Section Name 4x6
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
Exact Depth
Area
Ix
ly
3.50 in Allow Stress Modification Factors
5.50 in Cf or Cv for Bending 1.30
19.250 inA2 Cf or Cv for Compressio1 1.10
48.526 inA4 Cf or Cv for Tension 1.30
19.651 inA4 Cm : Wet Use Factor 1.0
Ct: Temperature Fact 1.0
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity . . . x-x Bending y-y Bending
Basic 1,600.0 1,600.0
Axial
1,600.0 ksi
Kf : Built-up columns
Use Cr : Repetitive ?
1.0 t,1D S '5 3 2
No
Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns :
Applied Loads
Column self weight included : 37.550 lbs• Dead Load Factor
AXIAL LOADS ...
Axial Load at 9.0 ft, D = 2.60, L = 3.50 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
0.7817 : 1
+1.20D+1.60L
Comp Only, fc/Fc' Governing NDS Forumla
Location of max.above base
At maximum location values are .
Applied Axial
Applied Mx
Applied My
Fe : Allowable
PASS Maximum Shear Stress Ratio =
Load Combination
Location of max.above base
Applied Design Shear
Allowable Shear
Load Combination Results
0.0 ft
8.765 k
0.0 k-ft
0.0 k-ft
582.51 psi
0.0 : 1
+0.90D
0.0 ft
0.0 psi
0.0 psi
X-X (width} axis: Unbraced Length for buckling ABOUT Y-Y Axis= 10 ft,~
Y-Y (depth} axis: Fully braced against buckling ABOUT X-X Axis
Service loads entered. Load Factors will be applied for calculations.
Maximum SERVICE Lateral Load Reactions ..
Top along Y-'r 0.0 k Bottom along Y-Y
Top along X-)< 0.0 k Bottom along X-X
Maximum SERVICE Load Lateral Deflections ...
Along Y-Y 0.0 in at 0.0 ft above base
for load combination : n/a
Along X-X 0.0 in at 0.0 ft above base
for load combination : n/a
Other Factors used to calculate allowable stresses ...
~ Compression
LRFD -Format Conversion factor 2.541 2.400
LRFD -Resistance factor 0.850 0.900
0.0 k
0.0 k
~
2.700
0.800
Ms!xim!,!m Axis!I + Benging Stress Rs!lios Mexirrrnm Sbeer Rs!lios
Load Combination
+1 .40D
+1.20D+1.60L
+1.20D+0.50L
+1.20 D
+0.90D
Maximum Reactions
Load Combination
D Only
+D+L
Lambda C p
0.000 0.182
0.000 0.182
0.000 0.182
0.000 0.182
0.000 0.182
X-X Axis Reaction
@ Base @ Top
Stress Ratio Status Location
0.3293 PASS 0.0ft
0.7817 PASS 0.0ft
0.4383 PASS 0.0ft
0.2823 PASS 0.0ft
0.21 17 PASS 0.0 ft
k Y-Y Axis Reaction
@Base @Top
Axial Reaction
@Base
2.638
6.138
Stress Ratio Status Location
0.0 PASS 0.0 ft
0.0 PASS 0.0 ft
0.0 PASS 0.0 ft
0.0 PASS 0.0 ft
0.0 PASS 0.0 ft
Note: Only non-zero reactions are listed.
My -End Moments k-ft Mx -End Moments
@ Base @ Top @ Base @Top
Wood Column
UC#· KW-06018968, Build:20.22.10.25
DESCRIPTION: POST 1
Maximum Reactions
Load Combination
+D+0.750L
+0.600
L Only
X-X Axis Reaction
@ Base @ Top
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection
DOnly 0.0000in
+D+L 0.0000in
+D+0.750L 0.0000in
+0.600 0.0000in
L Only 0.0000in
Sketches
4 6
3.50 in
Project Title: DAVIS ADU
Engineer: PS B1 4
Project ID:
Project Descr: 2-STORY ADU
PRO-CAL Design
k Y-Y Axis Reaction
@Base @Top
Axial Reaction
@Base
5.263
1.583
3.500
Project File: Davis Street Calcs.ec6
(c) ENERCALC INC 1983-2022
Note. Only non-zero reactions are listed.
My -End Moments k-ft Mx -End Moments
@ Base @Top @ Base @Top
Distance Max. Y-Y Deflection Distance
0.000ft 0.000 in 0.000ft
0.000ft 0.000 in 0.000 ft
0.000ft 0.000 in 0.000ft
0.000ft 0.000 in 0.000 ft
0.000ft 0.000 in 0.000ft
.... . '"
+X
PRO-CAL
DESIGN &
ENGINEER 1 NG
.:,A'-. __ ,fl.C.Ci (A JJl' l
LATERAL DESIGN
DAVIS AVE ADU
2501 DAVIS AVENUE
CARLSBAD, CA 92008
I·
SEISMIC DESIGN LOADS:
Per ASCE 7-16, Chapters 11 & 12 Address: 2501 Davis Street, Carlsbad, CA
Site Spectrum: Given a Site-Specific Response Spectrum? No
Code Reference
§ 11.4.8
Input values below from map or CD:
Spectral Response Acceleration, Short Period
Spectral Response Acceleration, 1-Sec. Period
Input value below from soils report:
Site Class
Value of Coefficients based on SPA periods:
Site Coefficient for Short Period
Site Coefficient for 1-Sec. Period
Class=
Site Class per Geotech Report =
1.055
0.383
D
No
Designing per Exception 2 of§ 11.4.8
§ 11.4.2
§ 11.4.2
§ 20.1 & Table 20.3-1
§ 11.4.4
F O = 1.2 Table 11.4-1
F, = 1.917 Table 11.4-2
Determine Maximum Considered Earthquake (MCE) parameters:
MCE Spectral Response Acceleration, Short T
MCE Spectral Response Acceleration, 1-Sec. T
Determine Design Base Earthquake (DBE) parameters:
DBE Spectral Response Acceleration, Short T
DBE Spectral Response Acceleration, 1-Sec. T
Building Response:
Input Building properties:
Risk Category
Long Period Transistion Period
Effective Height
Seismic Design Category
Risk Importance Factor
Seismic Force Resisting System
Seismic Force Resisting System
Response Modification Factor
System Overstrength Factor
Deflection Amplification Factor
Period Parameters
Period Parameters
Redundancy
Determine Period for Base Shear:
X
y
Coefficient for Upper Limit on Calculated Period
Approximate Fundamental Period
Analysis Calculated Fundamental Period
Design Fundamental Period Limit
Period T0
Period T,
Design Period (Force)
Design Period (Drift)
Coefficient for Distribution of Forces
Determine Base Shear:
Se,sm,c Response Coefficient (11.4.8 e2) TosT <l.5Ts
Seismic Response Coefficient (11.4.8 e2) TSTL
Seismic Response Coefficient (11.4.8 e2) T>TL
Min. Allowable Seismic Response Coefficient
Min. Allow. Seismic Response Coefficient (S1 > 0.6)
Seismic Base Shear (Equiv. Lat. Force Proc.)
<i.Pic:;mir Rrtc:;P <i.hPrtr inrl11rlin'1 r
S Ms=
SM,=
All Criteria Met Per 12.8.1.3?
Sos=
So,=
Categ.=
T<=
hn=
Cat.=
1.266 g
0.734 g
No
0.844 g
0.489 g
II
8.00 sec
30.0 ft
D
Table 1.5-1
§ 11.4.4
§ 11.4.4
§ 12.8.1.3
§ 11.4.5
§ 11.4.5
Figures 22-14 to 22-17
§ 12.8.2.1
§ 11.6 & Tables 11.6-1 & 11.6-2
I, = 1.00 § 11.5.1 & Table 1.5-2
A15 -Light-frame (wood) walls sheathed w/ wood rated panels or steel sheets
A15 -Light-frame (wood) walls sheathed w/ wood rated panels or steel sheets
X y
R= 6.5 6.5 Table 12.2-1
n o= 3.0 3.0 Table 12.2-1
Cd= 4.0 4.0 Table 12.2-1
C,= 0.02 0.020 Table 12.8-2
x= 0.75 0.75 Table 12.8-2
p = 1.0 1.0 § 12.3.4
Cu= 1.40 1.40 Table 12.8-1
T.= 0.256 sec 0.256 sec § 12.8.2.1
Tb=
TuM = 0.359 sec 0.359 sec § 12.8.2
To= 0.116 sec 0.116 sec § 11.4.6
T,= 0.580 sec 0.580 sec § 11.4.6
T= 0.256 sec 0.256 sec § 12.8.2
T= 0.256 sec 0.256 sec § 12.8.6.2
k= 1.00 1.00 § 12.8.3
C,= 0.130 0.130 Equation 12.8-2 (T <l.5Ts)
C,= N/A N/A Equation 12.8-3 x 1.5
C,= N/A N/A Equation 12 8-4 x 1.5
C s,mln_olfowablr = 0.037 0.037 Equation 12.8-5
C s,min_allowable = N/A N/A Equation 12.8-6
C = ' 0.130 0.130 Governing Value
V= 0.13 • W 0.13 * W Equation 12.8-1
nV= nn•w n ,~ • w
VERTICAL MASS DISTRIBUTION
ROOF Floor Weights Wall Weights Tr
Area
Label Description Area (ft2) lsmic Mass ( smic Mass (I Wall Label Description
R4 Roof -Wood Construction (CFS Similar) 1100 25 28 ws Exterior Walls -Wood
Construction (CFS Similar)
0 0 Wl Interior Non-Bearing Walls -
Wood Construction (CFS Sim
Totals 1100 28
2 Floor Weights Wall Weights Tr
~rea Labe Description Area (ft2) ::.mic Mass (1 smic Mass ( Wall Label Description
F5 Typical Floor -Wood Construction (CFS 1100 21 23 Similar) W4 Interior Bearing/Shear Walls
Wood Construction (CFS Sim
F6 Balconies & Exterior Walkways -Wood 275 23 6 Construction (CFS Similar) Wl Interior Non-Bearing Walls -
Wood Construction (CFS Simi
0 0 Exterior Walls -Wood W5 Construction (CFS Similar)
Totals 1375 29
"'°"''
l,OU t1on
)O!)NO
SEISMIC FORCE DISTRIBUTION
Per ASCE 7-16, Chapter 12
TOTAL W ;
r;
Cs;
2015-IBC CODE-LEVEL BASE SHEAR, V • p;
UNFACTORED BASE SHEAR, 0.7 V •I';
k;
no;
.. -· ., .. _,. -·---·~"·--~·-·· .. ,-··· -.
LEVEL Floor Area w, I:W,(k) Ht
(ft2) (kl (ft)
ROOF 1,100 53 53 22
2 1,375 68 121 10
Totals: 121
Vertical Force Distribution -Y (LRFDl
LEVEL Floor Area w, I:W.(kl Ht
(ft2l (kl (ft)
ROOF 1,100 53 53 22
2 1,375 68 121 10
Totals: 121
121 kips
X y
1
0.13 0.13
16 16
11 11
1.00 1.00
3.0 3.0
W,xHt' V
(k•ftl (k)
1163 10
681 6
1844 16
W,xHt' V
{k·ft) (k)
1163 10
681 6
1844 16
Kips
Kips
:i::v
(kl
10
16
r. V
(k)
10
16
DESIGN METHOD: I LRFD
Shear increase due to ASCE 12.3.3.4? Yes
(use for LRFD design)
(use for ASD design)
Shear Minimum
(psf) 10.2•s,,.•11
Eq.12.10-2
9.02 8.11
4.22 8.36
13.24
Shear Minimum
(psf) (0.2'S,,.'1)
9.02 8.11
4.22 8.36
13.24
Diaphragm Shear Per §12.10.l (psf)
Maximum Actual Actual Diaphragm
(0,4'S,,,fl Eq.12.10-1 fq. 12.8-11 Design
Eq.12.10-3 w/p
16.23 9.02 9.02 9.02
16.72 6.44 4.22 8.36
Diaphrae:m Shear Per §12.10.l (psf)
Maximum Actual Actual Diaphragm
10,4•s.,•11 Eq. 12.10•1 £q llB,11 Design
w/p
16.23 9.02 9.02 9.02
16.72 6.44 4.22 8.36
C3
a, l T l Sheet
Oate
,h,... 11/2022
Diaphragm System Wood
Rl= 3
N; 2
Zs= 1 1
r m1= 1.25 1.25
r ml= 0.23 0.23
c,.; 0.34 0.34
(pi; 0.44 0.44
Csz = 0.46 0.46
c..,= 0.50 0.50
Alternate Diaphragm Shear Per §12.10.3 (psO
Diaphragm Minimum hx/hn Cpx Fpx Diaphragm Mass
Connection 10.2•s.,•11 ~is;ur& U.10-2 Eq.12.1(),4 Design lrregularit
Design Eq. 12.10·5 Check
11.27 8.11 1.0 0.499 7.99 8.11
10.45 8.36 0.5 0.227 3.74 8.36
Alternate DiaphraRm Shear Per §12.10.3 (psf)
Diaphragm Minimum hx/hn Cpx Fpx Diaphragm Mass
Connection (0.2•s,,,•1) Flgur• 12 10-2 Eq.12.10-4 Design lrreg1.1larlt
Design Eq. 12.l.0-5 Check
11.27 8.11 1.0 0.499 7.99 8.11
10.45 8.36 0.5 0.227 3.74 8.36 UVALUE!
@)
LATERAL DESIGN KEY PLAN
= SHEAR WALL ON LEVEL 1
= SHEAR WALL ON LEVEL 2
= LATERAL FORCE RESISTING LINE
CORRELATING WITH CALCULATION
UP
ili.....fil.§. II (LOW)
JI! ,. 11 g ii
"Ii ~II
2 11
8'-0"
RIM RIM
D
)
1S
FLGOR SHEAR
wAlLs ALIGN
~ ffi ~ 31'·0'
~ N
N N --, '°I ◄ I/ / / 6!"1~ / ~JI§:/ / / /~ CD 7 7 7 7 7 7 1 ~/ 7 7 7 _,,
32'-0" ~
\_
ffi
1 ST AND SECOND
FLOOR SHEAR
WALLS ALIGN
12'-0·1
C4
LATERAL DESIGN Y-DIRECTION -ROOF
w= 9PSF*26FT = 234 PLF
111111111 l I I I I I I I I I I I I I IJJ I I I I 111111111111111
HDR HDR
:11 · 1
• 1
\ J·1·u, ~-L:_J i
J -~ ",-··-i \: i Y.L
c:1--' I / • lnnl . _:,tt
g; ~ 1,-
I,::!.
(/) (/)
>-0 lL.. o;:;
C :::J IJ-··-·--·-·-'
HDR
~lu
_.,_<fJ __ .,.. __ RIDGE ~@ 8" _J ___________ / --
HDR
~I I ! X1
~ -------
C( .... • __ _. __ .. HDR ti4~. X II 'I ( I I I!'! ! I
,w ...J ~
~[I .. ,,•
wu ·~~
v, C :::J
C:::J
(/)
(/)
.!f,;k;; -~ -~ U \. .... 0
lL..
O" ON c:5@
I~" I __ ,;,
/~? Ii
1 r iK ,J .~~l f' JDR C :::J I HDR JC J HOR • r L >1 ,1 ~ 1 ( x 1
Rv, = Rv-i = (W*L)/2 = 4.7k
SEE NEXT PAGES FOR SHEAR WALL
DESIGN ALONG GRIDS Y1 AND Y4
0)
C5
SHEAR WALL DESIGN: GRID Y1 @ ROOF
WALLS WILL BE DESIGNED AS SEGMENTED
DUE TO LARGE DOOR OPENING
C6
v= 4.7K/ (4'+7') = .43KLF
CAPACITY OF 15/32" OSB SHT'G = .496 KLF > .43 KLF DEMAND
TYP~HEAR WALLS ARE ADEQUATE
V=4 ?k v= .43 KLF . ► -lrrr,,.----lrrrr,.-lrrr,,.-lrrr,,.
v= .43 KLF
-lrrr,,. ----lrrr.. ----lrrr.. -lrrr,,. -lrrr,,. -lrrr,,. ----lrrr..
H=10'
L=4FT
OVERTURNING CHECKS
L=7FT
V=1.7k ► .------,
RA= R6 = (1.7k*1 O' -W*2') I 4
H=10'
USE 4x4 POST AND HDU4 HOLDOWN
V=3k ►~~
RA= Rs = (3k*1 O' -W*3.5') / 7
H=10' tw USE 4x4 POST AND HDU4 HOLDOWN
1' L=7' 1'
RA Rs
SHEAR WALL DESIGN: GRID Y4@ ROOF
WALLS WILL BE DESIGNED AS PERFORATED
v= 4. 7K/ (24') = 195 PLF
Co= 0.77 (FROM TABLE 4.3.3.5 SDPWS)
CAPACITY OF 15/32" OSB SHT'G WITH TYPE ~ NAILING= .544 KLF*0.77 =
418PLF > 195 PLF DEMAND. OK
H=10' 6'X4' 6'X4'
WINDOW WINDOW
L=3' L=6' L=3'
L=24'
OVERTURNING CHECKS
V=4.7k ►.----------------,
H=10'
t
W= 24'x1 0'x20PSF = 4.8K
L=24' t
RA= Rs = (4.7k*1 0' -W*24/12') / 24 7.68
RA = Rs = -.4k IE NO NET UPLIFT
USE (2) 2x4 POST AT EACH END OF SHEAR WALL
C7
w= 9PSF*40FT = 360 PLF
LATERAL DESIGN Y-DIRECTION -ROOF
7.50'
HOR HOR HOR HOR
~ 11 I [~ I 1L~1v111u
/ \!1 ?c~
I
,,.. ,. -'~,":':°C
"", I ] L~
I _ ·11 0:: 3: oo :r: d-
cr:r C:J0. ~r--,
J
)
j
' I
~ i gi
L ~ ~Jg
0"°
00
c~B I
u. 1· ON
_ .,_ctr _____ RIDGE er:@ ~ ------·
g:
w ...J <D
<3
cr:l'i--....__
0 o f :r: ...J
ffi[ · 1>
2
c.. :r:
wU c..Cl'. 0 <( ...J en
C~
r· .:.~. 1-=':K
H
C~
C~
IDR HOR
R x1 = 2.34k
R x2 = 4 .25k
R x4 = 2.7k
-~ >
-~-----------~L __ HOR
~ \
u::c,.; .. •-~u ✓
f-0 u. • 0"" ON c:5 @
HOR J
",,,[ . ~:-: -~
C
i ~~
®
SEE NEXT PAGES FOR SHEAR WALL
DESIGN ALONG GRIDS X1, X2 AND X4
HOR
Y4
C8
~X4
~A?
SHEAR WALL DESIGN: GRID X1 @ ROOF
WALLS WILL BE DESIGNED AS PERFORATED
v= 2.34K/ (34') = 70 PLF
Co= 0.71 (FROM TABLE 4.3.3.5 SDPWS)
CAPACITY OF 15/32" OSB SHT'G WITH TYPE ~ NAILING= .544 KLF*0.71 =
386PLF > 70 PLF DEMAND. OK
v= 70 PLF V=2.3k ► -..lio.-..llo.-..llo.-..llo.-..llo.-..llo.-..llo.-..llo.-..llo.-..lio.-..llo.-..llo.-..llo.-..llo.-..llo.-..lio.-..llo.-..llo.-..llo.-..llo.-..lio.-..llo.-..llo.-..lio.-..llo.
H=10' 4'X5' 2'X5' 2'X5'
WINDOW MNDOV 1tvlNDOV
L=2'-10" L=2'-4" L=5'-2" L=15'-9"
L=34'
OVERTURNING CHECKS
V=2.3k ►,----------------,
H=10' □ D tP
W= 34'x1 0'x20PSF = 6.8K
t L=34' 1'
RA= Rs = (2.34k*1 0' -W*34'/2) / 34
RA= Rs= -2.3k ....... IE NO NET UPLIFT
USE (2) 2x4 POST AT EACH END OF WALL
C9
SHEAR WALL DESIGN: GRID X1 @ ROOF
WALLS WILL BE DESIGNED AS PERFORATED
v= 4.25K/ (18') = 236 PLF
C10
CAPACITY OF 15/32" OSB SHT'G WITH TYPE ~ NAILING= .544 KLF > 236 PLF DEMAND. OK
v= 236 PLF
H=10'
L=8'
OVERTURNING CHECKS
Rw
V=1.9k 11 I I I I I I I I 11 ►
H=10' tw
t L=8' t
RA Rs
Rw
'=2.36k 11 I I I I I I I I 11 ►
H=10' tw
t L=10' t
RA Rs
v= 236 PLF
H=10'
L=10'
W= 8'x10'x9PSF = .72K Rw= 12'x15PSFx8' = 1.44K
RA= Rs = (1.9k*1 O' -W*8'/2 -Rw*8'/2) / 8
RA= RB= 1.3k
USE (2) 2x4 AND HOU 2 AT EACH END OF WALL
W= 10'x10'x9PSF = .9K Rw= 12'x15PSFx10' = 1.8K
RA= R8 = (2.36k*1 O' -W*10'/2 -Rw*10'/2) / 10
RA= RB= 1k
USE (2) 2x4 AND HOU 2 AT EACH END OF WALL
SHEAR WALL DESIGN: GRID X1 @ ROOF
WALLS WILL BE DESIGNED AS PERFORATED
v= 2.7K/ (37') = 73 PLF
Co= 0.91 (FROM TABLE 4.3.3.5 SDPWS)
CAPACITY OF 15/32" OSB SHT'G WITH TYPE .&. NAILING= .544 KLF*0.91 =
495PLF > 73 PLF DEMAND. OK
v= 73 PLF V = 2 . 7 k ► --i. --i. --i. --i. --i. --i. --i. --i. --i. --i. --i. --i. --i. --i. __lo,. --i. --i. --i. --i. --i. --i. --i. --i. --i. --i.
H=10' 2.5'X5' .5'X5' 1.5'X5 1.5'X5
INDO INDO INDO INDO
L=7' L=7'-9" L=5'-10" L=4'-6" L=5'
L=37'
OVERTURNING CHECKS
V=2.7k ► .-------------------,
H=10' □ DtP D
W= 37'x10'x20PSF = 7.4K
t L=37' t
RA= Rs = (2.7k*10' -W*37'/2) / 37
RA= Rs= -3k ....... IE NO NET UPLIFT
USE (2) 2x4 POST AT EACH END OF WALL
C11
UP
Iii~ II (LOW)
Ill
II
II II
JI
JI
C12
LATERAL DESIGN Y-DIRECTION -2ND FLOOR
4.7K* OMEGA (3.0) =
14.1K
• 8'-0"
w= 4.2PSF*24FT = 100 PLF
I I
~I
D
LEVEL 2 DIAPHRAGM ANALYZED
AS A DEEP BEAM TO DETERMINE
REACTIONS AT THE OFFSET
LEVEL 1 WALLS BELOW. SEE
ENERCALC OUTPUT ON NEXT
PAGE SHOWING REACTIONS
4.7K* OMEGA (3.0) =
14.1K
12·-0·1
Project Title: DAVIS ADU
Engineer: PS C13
Project ID:
Project Descr: 2-STORY ADU
Wood Beam Project File: Davis Street Calcs.ec6
UC#• KW-06018968, Build:20.22.10.25
DESCRIPTION: diaphragm transfer
CODE REFERENCES
PRO-CAL Design
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
Material Properties
{c) ENERCALC INC 1983-2022
Analysis Method : Load Resistance Factor D
Load Combination IBC 2018
Fb +
Fb -
900.0psi
900.0psi
E : Modulus of Elasticity
Wood Species
Wood Grade
Beam Bracing
1
•
Douglas Fir-Larch
No.2
Beam is Fully Braced against lateral-torsional buckling
E(0 1) E(15)
• • l •
24x24
( )
A
Span= 15.0 ft
Fe -Prll
Fe -Perp
Fv
Ft
E(0 1)
24x24
Span = 33.0 ft
1,350.0 psi
625.0 psi
180.0 psi
575.0 psi
Ebend-xx 1,600.0ksi
Eminbend -xx 580.0ksi
Density 31.210pcf
E(15)
E(0 1) !
,. 24x24
Span= 5.0 ft
t ---------
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 : E = 0.10 , Tributary Width = 1.0 ft
Point Load : E = 15.0 k @ 12.0 ft, (seismic transfer load)
Load for Span Number 2
Uniform Load : E = 0.10 , Tributary Width = 1.0 ft
Load for Span Number 3
Uniform Load : E = 0.10 , Tributary Width = 1.0 ft
Point Load : E = 15.0 k @ 5.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
fb: Actual
F'b
Load Combination
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
Overall Maximum Deflections
=
=
=
0.234: 1
24x24
423.03psi
1,804.12psi
E Only
33.000ft
Span# 2
0.239 in Ratio =
-0.323 in Ratio =
0.167 in Ratio=
-0.226 in Ratio =
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
F'v
Load Combination
Location of maximum on span
Span # where maximum occurs
502>=360
1225>=360
716>=180
1750 >=180
Span: 3 : E Only
Span: 2 : E Only
Span: 3 : E Only• 0.70
Span: 2 : E Only• 0.70
Load Combination Span Max. "-" Defl Location in Span Load Combination
E Only
E Only
Vertical Reactions
Load Combination
1
2
3
Max Upward from all Load Conditions
0.6336
0.0000
0.2389
0.000
0.000
5.000
E Only
Support notation : Far left is #1
Support 1 Support 2 Support 3 Support 4
17.544 17,756
Design OK
= 0.114: 1
24x24
= 44.30 psi
388.80 psi
E Only
= 13.109ft
= Span# 1
Max. "+" Defl Location in Span
0.0000
-0.3232
0.0000
Values in KIPS
0.000
17.193
17.193
Wood Beam
LIC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: diaphragm transfer
Vertical Reactions
Load Combination
E Only* 0.70
E Only * 0.5250
E Only
-11
.lj
ases
1134 Gl8
Project Title: DAVIS ADU
Engineer: PS
Project ID:
C14
Project Descr: 2-STORY ADU
PRO-CAL Design
Support notation : Far left is #1
Support 1 Support 2 Support 3 Support 4
17.544 1 .75
12.281 12.429
9.211 9.322
17.544 17.7561
il5 1121 lll 11.ll
Project File: Davis Street Calcs.ec6
(c) ENERCALC INC 1983-2022
Values in KIPS
AMPLIFIED SHEAR
FORCES GOING TO
OFFSET SHEAR
WALLS ON GRIDS
Y2 AND Y3
Wood Beam
UC#: KW-06018968, Build:20.22.10.25
DESCRIPTION: diaphragm transfer
SHE ARTR ~NSFE RZON
IND IAPHR I\GM A OFF~
WAl LS.BL :)CKE[ 1 AND
TIGI ffER f'. AIL SP ACING
PRC VIDEO
~s
ET
Project Title: DAVIS ADU
Engineer: PS
Project ID:
Project Descr: 2-STORY ADU
C15
Project File: Davis Street Calcs.ec6
PRO-CAL Design (c) ENERCALC INC 1983-2022
I
-
I
I
-~
1 .,
I I I
I I I I g t,Ulc~-)>
~ ~ ! i ~1
I V MAX 0 1~.SK
~
I
I
i
-lbl IOJ4
14l4
DlrHRAGM SHEAR DE;MAND 1= 16.SK/24' = 690 Pllr (LRF[D
0.8 CA ACIT'1 OF TYPE '4' DIAPH~AGM ~AILINd = 1280 PLF *
= 1 ()24 PLf > 690 PLF DEMAN ..... ~
1121
Cistoo:e(k)
1E,,1,
i4il
W.fl:e~)
11J,f,•Pl I EC•~•! mt 1!0.\
l!l 41.i.1
4118
SHEAR WALL DESIGN: GRID Y2@ 1ST FLOOR
WALLS WILL BE DESIGNED AS PERFORATED
v= 16.8K/ (21.5') = 780 PLF (LRFD)
Co= 0.85 (FROM TABLE 4.3.3.5 SDPWS)
CAPACITY OF 15/32" OSB SHT'G WITH TYPE ~ NAILING = 1330 PLF*0.8*0.85
= 904PLF > 780 PLF DEMAND. OK
_ v= 780 PLF V -1 6 . 8 k ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,. ___,,.
►
H=10' 3'X4'
WINDOW
3'X4'
WINDOW
L=4' L=2'-10"
,r-L:------------------.l1,
l L=21 '-6" 1
L=8'-10"
OVERTURNING CHECKS
2Fw
v= 1 s.8k 11 I I I I I I I I I I I I I I I I I I I I I I I I I I
►,-----------------,
H=10'
t
□ D tP
L=21.5' t
W= 21.5'x10'x20PSF = 4.3K
2Fw= 115 PLFx21 .5' = 2.5K
RA= R8 = (16.8k*1 O' -W*21 .5'/2 -2Fw*21 .5/2) / 21 .5 73
USE 4x4 POST AND HOU 4 AT EACH END OF WALL
C1 6
SHEAR WALL DESIGN: GRID Y3@ 1ST FLOOR
WALLS WILL BE DESIGNED AS SEGMENTED AND SIMPSON STRONG WALLS
USED AT THE GARAGE FRONT
V=16.8k
►
H=10' SW
L=1'-6"
HDR HOR
SW SW
L=2'-0" L=1 '-6"
BACK TO BACK STRONG WALLS WILL BE USED IN A 2x8 WALL DUE TO MINIMIMAL
WALL LENGTH AND HIGH SHEAR LOADS. SEE DESIGN OUTPUT FROM SIMPSON
STRONG WALL DESIGNER ON NEXT PAGES. SHEAR LOADS ARE HALVED AND
DESIGN IS FOR ONE HALF OF THE DOUBLE WALL ASSEMBLY
C17
SIMPSON STRONG-TIE COMPANY INC.
(800) 999-5099
5956 W. Las Positas Blvd., Pleasanton, CA 94588.
www.strongtie.com
Job Name: Job #1
Wall Name: Wall Line 1
Application: Garage Front
Design Criteria:
• 2021 International Bldg Code
• Seismic R=6.5
• 2500 psi concrete
• ASD Design Shear = 6000 lbs
• Shearwall Height = 8' with header on top of Strong-Wall
Selected Strong-Wall® Panel Solution:
Model Type w H T
(in) (in) (in)
WSWH 18x8 SWP Wood 18 93.25 3.5
WSWH 18x8 SWP Wood 18 93.25 3.5
WSWH24x8 SWP Wood 24 93.25 3.5
Actual Shear & Drift Distribution:
RR Actual Allowable
Model Relative Shear Shear
Rigidity (lbs) (lbs)
l WSWH18x8 SWP 0.23 1382 $ 3170 OK
WSWH 18x8 SWP 0.23 1382 $ 3170 OK
WSWH24x8 SWP 0.54 3236 $ 6240 OK
Notes:
C18
SIMPSON
Strong-Tie
End Total Axial Actual
Sill Anchor Load Uplift
Anchor Bolts (lbs) (lbs)
N/A 2 -1" 1000 8780Ib
N/A 2 -1" 1000 8780Ib
N/A 2 -1" 1000 16741 lb
Actual / Actual Drift
Allow Drift Limit
Shear (in) (in)
0.44 0.19 0.47
0.44 0.19 0.47
0.52 0.19 0.47
1. Strong-Wall High-Strength Wood Shearwalls have been evaluated to the 2021 IBC/IRC. See www.strongtie.com for additional design
and installation information.
2. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions.
3. Check that wall height "H" plus curb height (above slab) will attain overall rough header opening height
(top of driveway slab to bottom of header).
4. WSWH Portal Connection Kit WSWH-PK is included with panels less than 100 inches in height and must be ordered separately for
panels over 100 inches tall.
5. The applied vertical load shall be a concentric point load or a uniformly distributed load not exceeding the allowable vertical load.
Alternatively, the load may be applied anywhere along the width of the panel if imposed by a continuous bearing vertical load transfer
element such as a rimboard or beam. For eccentric axial loads applied directly to the panel, the allowable vertical load shall be divided
by two.
6. Panels may be trimmed to a minimum height of 74½".
7. 2-ply headers may be used with Strong-Wall High-Strength Wood Shearwall panels. Minimum 11 ¼ inch deep nominal header is required
with header design by others.
Disclaimer:
Page 1 of 5
SIMPSON STRONG-TIE COMPANY INC.
(800) 999-5099
5956 W. Las Positas Blvd., Pleasanton, CA 94588.
www.strongtie.com
C19
SIMPSON
Strong-Tie
It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the
appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099.
Page 2 of 5
SIMPSON STRONG-TIE COMPANY INC.
(800) 999-5099
5956 W. Las Positas Blvd., Pleasanton, CA 94588.
www.strongtie.com
Job Name: Job #1
Wall Name: Wall Line 1
Application: Garage Front
Design Criteria:
• Slab on grade -Garage curb
• 2021 International Bldg Code
• Seismic R=6.5
• 2500 psi concrete
Anchor Solution Details:
Curb Installation
WSWH·AB 6' Minimum curb/stemwall
6½'
' H
+
Shear reinforcement
per detail when required
d " ~ '. :: • ' . •• .. : .
t;;,;l . . . . ;\;
6'min. ½W-½W
-----w---....
Curb Section View
...
Perspective View
(Slab not shown for clanty)
,.------i I I
I I I
I I I I I
I
I I
L-------~ ½W I
•
I
I I I
C20
SIMPSON
Strong!J'ie
,______,· LJ iw
½W
l
w
-------. -------.J ---~~
8 ~ ½W ._,
Footing Plan
Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design:
Model w de B Anchor Bolt Strength Model w de B Anchor Bolt Strength
WSWH18x8 33 11 14 WSWH-AB Standard WSWH18x8 28 10 14 WSWH-AB Standard SWP SWP
WSWH24x8 35 12 20 WSWH-AB Standard WSWH24x8 30 10 20 WSWH-AB Standard SWP SWP
Page 3 of 5
SIMPSON STRONG-TIE COMPANY INC.
(800) 999-5099
5956 W. Las Positas Blvd., Pleasanton, CA 94588.
www.strongtie.com
Notes:
C21
SIMPSON
Strong-Tie
1. Anchorage designs conform to ACI 318-19, ACI 318-14 and 318-11 Appendix D with no supplementary reinforcement for
cracked and uncracked concrete as noted.
2. Anchorage strength indicates required grade of anchor bolt. Standard (ASTM F1554 grade 36)
or High Strength (HS)(ASTM A 193 Grade B7).
3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SOC C may use wind
anchorage solutions. Seismic anchorage designs conform to ACI 318-11 section 0.3.3.4.3 and ACI 318-14 section
17.2.3.4.3 and ACI 318-19 section 17.10.5.3.
4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by others.
The registered design professional may specify alternate embedment, footing size or anchor bolt.
Page 4 of 5
SIMPSON STRONG-TIE COMPANY INC.
(800) 999-5099
5956 W. Las Positas Blvd., Pleasanton. CA 94588.
www.strongtie.com
-------4,mln ______ .., 4-----
3'
WSWH-AB 13 na1rp1n
9f1!<1•60re!>3r
(mm.)
fieid ltt'l arta Sf'l'.:llf8 dl.llfiO concrete pta,cement O\ertap
'larit~ With bolt C:ti,aCIOQ.
WSWli-AS ;311, field 1.e and secure
during ro11c,ete pt&ct1ner.t
Hairpin Shear Reinforcement
WSWH-AB 13 lla111wl {#3 ™ s1m1larJ,
see ttble for r,qu•red qu11111ty
!!'>' CLR 11;1 spacing •
Hairpin installation /Gar~ a11b st10wri. oll,ar footng lff.JIJ~ ssmiat)
Shear Anchorage Solutions
;tade60
retJ4r 1min)
Tie Shear Reinforcement
Stltmie• Wind' ,...,,.., ..
"'"'"''""'"' l, orl•
WOOCISM.lfwa,I /n,) .,,.., -~ RtfnlOf~
WS'M<1? 10v. (1)#.llle
WSWH18 15 12) #3 hairp,ns''
WSWH1• 1\l {21 #:!hairp,,s'
.........,....,
Stemw.lHwtdth -(In.)
...,,._
6 SeeNo'l! 7
6 ii) •3hairoill
6 (i} 43 n,11rru\'l~
Mhllmum Curb/
St ....... Wl'1ll
(lo.I
6
6
UnctM:ktd Cracked
1,080 770
Hairpin re!OforceTler.t adl~cs ma,yrmum
aJ'<lwalllcS11ear IOOd of 111c Strong-WM' WSffrl
I Shecv anct'<)rago ~confcrm toACi 318-14 ~ 17 ,y,d ACi ,)18-11 Cl"IO C\1SU'M m,,,,r,l;m 2,54Xl psi ~o
2 Shoaf ~ ~ not llXl\.ltOO tor intOf!OI' fWxk'lt,on ~ !P<.1f'l(li nstaC(ld ;s..v~, from oogo cf conerot«, O< broCOC wt.A Pofld ~1W$.
3 Sf.Qnie lf'ldtCatoo 58(:;fTtie <~ ca~ C t!YOl.q"I F. D:~ta.'Ml.1 ,.,,ne dfK: two-rar•Wy <MiJlf)!.}~ 1t1 SOC C may~ WfX! 8fU't~ .nJflt'll'S. Sei:.wrtc.: ahetJr
~-torcef't)Ql";I00:SlgMOONO€rnloACl318 14,50Cro(l lf2.3.63-'l1'X1ACl:.'!HI ,. SOCtl<.W'ID,:JJ,!)
4 WttJ ,"""'1e<I """""'° d<:o.g, ce\nQ('Y A and ll 'Yl<l ce!ac!'.ed om acd lw<> IM'll', dwt:k,g.," 8IJC C.
5. AddtlOt\5 I/es llld'j be "eq•ed at 0-YlKJf:l' a..ro (lf 3ten~ 0$13',!1J()f'IS, Ot>t)w af'ld?<X ret!'l~Tie't ()Elf de<,;q-,er
6 Use (1) ~3 hlll-fJ«s !or Wb'WH18 when standt#d &ln,ogtl' ar<t<;, O' u.""1
7 Use (1) :13 f~IOI' ~12 wt'lflr. f}tf"'lel~gi lt16&r forO:li iall~ t~te<t ondic,r:,tt~~:il-., ~ \oad
8 No. 4 gr'OO(l 40 shror reinfortornont rT\f.l'/ be Sl.bstitvted for" WSVVrl :.ho,3f JOChOroOO oolut>CnS
q Conctete~cis~lor t,ndl(Jrnmuslf!0rn1;1yWtthAO31S-1-l ~1()('117.7 :,&.:iAC1318-11 so-.:t1rn10a7
10. ·r~ c~ 1TtSy ~'Jly iiliooVlte ShAat" ancha~.
C22
SIMPSON
Sti--ong-Tie
STRONG-WALL® WSWH SHEAR ANCHORAGE SCHEDULE AND DETAILS
Page 5 of 5
PRO-CAL
DESIGN &
ENG INEER.NG
FOUNDATION
DESIGN
DAVIS AVE ADU
2501 DAVIS AVENUE
CARLSBAD, CA 92008
L 3·-0· L 'f 1
!CF 1.01
24'-6" 2 1 --i ----:r ~□ S-50 I u . TI --------~--------~~ :
I I 6 I I ..:,
I _J
r ---\-~, I \
I
I
I
I ~>RPACf t I
I I
I I . II
I s so I
'.I' 4 L ., ' IN ' f&Mt§&ii % i I I WI \ ti t 5' 00
I t I ~ 1cF1.sl --:::----------------~~
;;; -9 w A 7 ---------------~ i~ 31·-o.. I : -~ I I(·~~ I~ I
I LL I
I u G,,,... ~I fl
_ _J
: ~'"''.'!!.i lSJ: .
I 1 :.n I . I ,i I 5' I I i, I N
L _ --------------/:-'r ----------------~ SW' TI!
CENTER STRIP FOOTING CHECK:
ROOF LOADING= 12' TRIB * 15PSF = 180PLF
• I . ~ ffi I I ~ ~ 32'-0" L __ _J N
4" SLAB ON GRADE OVER
COMPACTED SUB GRADE w/ #4
@ 18" OC EA WAY. SEE~
~
w
2ND FLOOR LOADING= 12' TRIB * 18PSF = 216 PLF
WALL WEIGHT= 20'x 9PSF = 180 PLF
D1
TOTAL= 576 PLF / 1 FT WALL WIDTH = 576 PSF BEARING PRESSURE < 1500 ALLOWABLE BEARING PRESSURE ..... CF1 .0 IS OK
EXTERIOR STRIP FOOTING CHECK:
ROOF LOADING = 8' TRIS * 15PSF = 120PLF
2ND FLOOR LOADING= 8' TRIS * 18PSF = 144 PLF
WALL WEIGHT= 20'x 20PSF = 400 PLF
TOTAL= 664 PLF / 1 FT WALL WIDTH = 664 PSF BEARING PRESSURE < 1500 ALLOWABLE BEARING PRESSURE ..... CF1 .0 IS OK
-
February 23, 2023
Jenna Gallanosa
Dwell West Homes
2501 Davis Avenue
Carlsbad, California 92008
SUBJECT:
Dear Ms. Gallanosa:
SCOPE
File No. 1106E4-23
SITE INSPECTION
Proposed Residential Building Site
2501 Davis A venue
City of Carlsbad
P.O. Box 1195
Lakeside, California
92040
(619) 443-0060
In accordance with your request, a Site Inspection has been performed at the subject site. The
purpose of this investigation was to examine existing site conditions and provide engineering
recommendations for the proposed second story accessory dwelling unit over a garage.
If project details vary significantly from those described, Soil Testers should be notified
prior to final submittal for possible revisions of the recommendations presented herein.
This report is issued with the understanding that it is the responsibility of the owner or the
owner's representative to ensure that the information and recommendations contained herein
are brought to the attention of the architect and engineer for the project and incorporated into
the plans, and the necessary steps are taken to see that the contractor and subcontractors carry
out such recommendations in the field.
FIELD INSPECTION
To accomplish this purpose, a representative of this finn visited the site, reviewed the
topography and site conditions, and visually and texturally classified the surface and near
surface soils. Representative samples of the on-site soils were obtained from a test
exploration approximately 4 feet in depth and tested for density, shear strength and expansive
characteristics.
1
Dwell West Homes File No. 1106E4-23 February 23, 2023
SITE CONDITIONS
The subject site is located on the southwest comer of Davis Avenue and Buena Vista Way.
The site is a relatively level lot with a one-story, single family residence. A small structure
along the west property line viewed on Google Earth has been removed. Neighboring
properties are occupied by single and multi-family residential structures. Fill materials were
encountered to a depth of approximately 2 feet during this inspection.
SOIL CONDITIONS
Soils encountered in the test explorations were fill soils consisting of loose to firm, light
brown, moist, fine to medium, silty sands to approximately l O inches in depth, underlain with
firm, reddish-brown, moist, fine to medium, silty sands with light clay to approximately 24
inches in depth. These soils were underlain by native soils consisting of dense, reddish-brown,
fine to medium, silty sands with light clay to the bottom of the trench approximately 4 feet in
depth. Ground water was not encountered in the test pit.
The soils we encountered were not considered to be detrimentally expansive with respect to
change in volume with change in moisture content.
CONCLUSIONS AND RECOMMENDATIONS
1. A representative sample of the foundation soil was remolded to 90% of maximum
dry density. Based on the following test results, a safe allowable bearing value of
at least 2000 pounds per square foot for 12 inch deep footings may be used in
designing the foundations and slab for the proposed structures. This value may be
increased by one third for wind and/or seismic loading. This value may be
increased by 20 percent for each additional foot of depth and or width to a
maximum of 3 times the designated value.
Maximum Dry Density
Optimum Moisture
Angle of internal friction
Cohesion
Unit weight
Expansion Index
128.6 pcf
9.5%
34°
151 psf
116.1 pcf
36
2. The soils we encountered were considered to be Low Index (EI), (with the valve
ranging from 21 to 50) with respect to change in volume
along with change in moisture content. For the remaining indexes: Low (E1=2 1-
50), medium (EI=51-90), high (EI=91-130), and very high (EI >130).
2
Dwell West Homes File No. 1106E4-23 February 23, 2023
3. Lateral resistance to horizontal movement may be provided by the soil passive
pressure and friction of concrete to soil. An allowable passive pressure of 250
pounds per square foot per foot of depth may be used. A coefficient of friction of
0.35 is recommended. The soils passive pressure may be increased by 1/3 for wind
and seismic loading.
4. The seismic parameters for the site coordinates 33.16867°N, 117.34597°W for
assumed Site Class Dare as follows:
• Ss = 1.055 g
• S1 = 0.383 g
Srns = 1.266 g
Srn1 = null
Sds = 0.844 g
Sd1 = null
5. The existing fill soils we encountered should not be utilized to support the proposed
single family residence. They should be removed and recompacted to at least 90
percent of maximum dry density in accordance with the Grading Specifications in this
report to provide adequate support for the proposed new structures. Anticipated depth
of recompaction is approximately 2 to 3 feet for the proposed structure. The
recompaction should extend at least five feet outside the proposed building footprints.
Organic materials and roots must be removed from the soils before replacement. A
representative of this firm should be scheduled during the grading operation for
testing and observation.
6. In lieu of grading, footings for the proposed structure may extend through any loose
soils a minimum of 12 inches into dense native soils. Anticipated footing depth is 36
inches. Footing excavations should be inspected by a representative of this firm prior
to placement of forms and reinforcing steel to ensure proper depth has been achieved
and that all footings are founded a minimum of 12 inches into competent soils. Loose
soils should be removed from excavations prior to our inspection. Th.is foundation
depth is based upon the soil values only and does not take into consideration the
structural requirements. The slab preparation in #9 must be adhered to for proposed
slab construction. A representative of this firm must observe the slab preparation
including a bottom check before placement of structural fill.
7. Conventional spread footings founded a minimum of 12 inches below lowest adjacent
grade and 12 inches into competent native soils, having a width determined by the
allowable soil bearing value as detailed above are recommended for foundation
support. Footing widths should be at least 12 inches for continuous footings and 24
inches for square footings due to practical considerations as well as Building Code
requirements. These recommendations are based entirely upon the soil types and do
not take into consideration the requirements of the proposed structure.
3
Dwell West Homes File No. 1106E4-23 February 23, 2023
8. Reinforcing in footings should consist of at least one #4 steel bar placed continuously
in the top and bottom of continuous footings regardless of structural requirements.
Reinforcing for isolated footings is dictated by the structural requirements. These
recommendations are based upon on the soil type encountered and do not take into
consideration the proposed bearing load. In addition to the top and bottom
reinforcements, a #4 steel bar should be placed horizontally for each additional foot of
depth beyond 24 inches.
9. Concrete Slab-On-Grade, SOG, should be designed by the project's strnctural
engineer based on anticipated loading conditions. We recommend that
conventional reinforced concrete SOG for this project be founded on 4 inches of
Class lI Virgin Aggregate Base (with approximately 2% +/-over optimum moisture
content and 90% compaction, relative to the lab maximum dry density, ASTM D
1557), overlying a 12 inch thick zone of adequately placed and compacted
structural fill. A representative of our firm should be contacted during this process
to approve the excavation and test the compaction.
We recommend that a moisture barrier be provided by a membrane, visqueen 10
mils in minimum thickness or equivalent, be placed at top of well compacted Class
II Aggregate Base, between 4 inches of moist clean sand having a minimum sand
equivalent of 30 when tested in accordance with the American Society of Testing and
Materials test method 'ASTM D1555.
Floor slabs, as a minimum, should be 5 inches thick with #4 reinforcing steel at 16"
on-center each way. Reinforcement should be placed at mid-height of the slab. The
final slab thickness and reinforcement should be determined by the structural
design engineer. Control joints should be provided in accordance with the
recommendations of the structural design engineer.
SITE EROSION CONTROL
During the construction, surface water should be controlled via berms, gravel bags and/or
sandbags, silt fence, straw wattles, siltation basins, while maintaining positive surface
grades or other methods to avoid damage to the finish work or adjoining properties. All
site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite
sediment tracking. Best management Practices (BMP's) must be used to protect storm
drains and minimize pollution. The contractor should take measures to prevent erosion of
graded areas until such time as permanent drainage and erosion control measures have
been installed. After completion of grading, all excavated surfaces should exhibit
positive drainage and eliminate areas where water might pond.
4
Dwell West Homes File No. 1106£4-23 February 23, 2023
SITE AND SURF ACE DRAINAGE
Drainage at the site should be directed away from foundations, collected and tight lined to
appropriate discharge points. Consideration may be given to collecting roof drainage by
eave gutters and directing it away from foundations via non-erosive devices. Water, either
natural or from irrigation, should not be permitted to pond, saturate the surface soils or
flow towards the foundation. Landscaping requiring a heavy irrigation schedule should not
be planted adjacent to foundations or paved areas. The type of drainage issues found within
the project and materials specified and used should be determined by the Engineer of
Record.
GROUNDWATER AND SURF ACE WATERS
There was no indication of a near-surface groundwater table or perched groundwater
within our exploratory trench. Although groundwater is not expected to be a significant
constraint to the proposed development, our experience indicates that near-surface
groundwater conditions can develop in areas where no such groundwater conditions
previously existed, especially in areas where a substantial increase in surface water
infiltration results from landscape irrigation or unusually heavy precipitation. It is
anticipated that site development will include appropriate drainage provisions for control
and discharge of surface water runoff. The type of drainage issues found within the project
and materials specified and used should be determined by the Civil Engineer. The type of
plants and soil specified along with proper irrigation used should be determined by the
Landscape Architect.
The following grading specifications should be utilized if grading is proposed.
RECOMMENDED GRADING SPECIFICATIONS
For
Proposed Residential Building Site
2501 Davis Avenue
City of Carlsbad
GENERAL: Soil Testers and 'Engineer' are synonymous hereinafter and shall be employed
to inspect and test earthwork in accordance with these specifications, the accepted plans, and
the requirements of any jurisdictive governmental agencies. They are to be allowed adequate
access so that the inspections and tests may be performed. The Engineer shall be apprised of
schedules and any unforeseen soil conditions.
Substandard conditions or workmanship, inadequate compaction, adverse weather, or
deviation from the lines and grades shown on the plans, etc., shall be cause for the
5
Dwell West Homes File No. 11 06E4-23 February 23, 2023
engineer to either stop construction until the conditions are corrected or recommend
rejection of the work. Refusal to comply with these specifications or the
recommendations and/or interpretations of the engineer will be cause for the engineer
and/or his representative to immediately terminate his services.
A pre-construction meeting or conference with the developer, contractor, civil engineer,
soil engineer, and the agency inspector in attendance should be held at the site prior to
the beginning of the grading operations. Special soil handling requirements can be
discussed at that time.
Grading of the site should commence with the removal of all vegetation and existing
improvements from the area to be graded. Deleterious material and debris such as
broken asphalt and concrete, underground pipe materials, wires, trash, etc. if
encountered, should be exported from the site and may not be mixed with the fill soils.
Abandoned foundations and buried septic tanks or cisterns (if encountered) should be
removed and the subsequent depressions and /or trenches should be filled with properly
compacted materials as part of the remedial grading.
All fill and backfill soils should be placed in horizontal loose layers approximately 8
inches thick, moisture conditioned to a water content of one to three percent above
optimum moisture content, and compacted to at least 90 percent relative compaction, as
determined by ASTM Test Method D 1557-00.
The excavation bottom should then be scarified to a depth of approximately 6 to 8
inches, moisture-conditioned to 1 to 3 percent above optimum moisture content, and re-
compacted to a minimum relative compaction of 90 percent in accordance with ASTM
D 1556-00 or D6938-17ael. Excavated sandy or clayey soils should then be uniformly
moisture conditioned at above optimum moisture content, placed in 8-inch-thick loose
layers and compacted to a relative compaction of at least 90 percent.
Import fill soil, if required, should consist of granular materials with low expansion
potential (EI less than 50 or stated by the soil engineer) and should be compacted as
indicated herein. Soil Testers should be notified of the import source and should
perform laboratory testing of the soil prior to its arrival at the site to determine its
suitability as fill material.
Deviations from the recommendations of the Soil Report, from the plans, or from these
Specifications must be approved in writing by the owner and the contractor and
endorsed by the engineer.
6
Dwell West Homes
SOIL TEST METHODS:
Maximum Density & Opt Moisture
Density of Soil In-Place
Soil Expansion
Shear Strength
Gradation & Grain Size
File No. 1106E4-23 February 23, 2023
--ASTM Dl557-70
--ASTM D1556, D2922 and D3017
--UBC ST AND ARD 29-2
--ASTM D3080-72
--ASTM Dl 140-71
--ASTM D2325-68 Capillary Moisture Tension
Organic Content --% Weight loss after heating for 24 hours
at 300° F and after deducting soil moisture.
LIMITING SOIL CONDITIONS:
Minimum Compaction
Expansive Soils
Insufficient fines
Oversized Particles
90% for 'disturbed' soils. (Existing fill,
newly placed fill, plowed ground, etc.)
84% for natural, undisturbed soils.
95% for pavement subgrade within 2' of
finish grade and pavement base course.
Expansion index exceeding 20
Less than 40% passing the #4 sieve.
Rocks over 6" in diameter.
PREPARATION OF AREAS TO RECEIVE FILL:
Brush, trash, debris and detrimental soils shall be cleared from the areas to receive fill.
Detrimental soils shall be removed to firm competent soil. Slopes exceeding 20% should be
stepped uphill with benches 1 O' or greater in width. Scarify area to receive fill to 6" depth and
compact.
FILL MATERIAL shall not contain insufficient fines, oversized particles, or excessive
organics. On-site disposition of oversized rock or expansive soils is to be at the written
direction of the Engineer. Select fill shall be as specified by the engineer. All fills shall be
compacted and tested.
SUBDRAINS shall be installed if required by and as directed by and detailed by the engineer
and shall be left operable and unobstructed. They shall consist of 3" plastic perforated pipe set
in a minimum cover of 4" of filter rock in a ·vee' ditch to intercept and drain free ground from
the mass fills. Perforated pipe shall be schedule 40, Poly-Vinyl-Chloride or Acrylonitrile
Butadienne Styrene plastic. Rock filter material shall conform to the following gradation:
Sieve size:
%Passing:
3/4"
90-100
#4
25-50
#30
5-20
#200
0-7
Subdrains shall be set at a minimum gradient of 0.2% to drain by gravity and shall be tested
by dye flushing before acceptance. Drains found inoperable shall be excavated and replaced.
7
Dwell West Homes File No. 1106E4-23 February 23, 2023
CAPPING EXPANSIVE SOILS: If capping expansive soils with non-expansive soil to
mitigate the expansive potential is used, the cap should be compacted, non-expansive, select
soil placed for a minimum thickness 3' over the expansive soil and for a minimum distance of
8' beyond the exterior perimeter of the structure. Special precautions should be taken to
ensure that the non-expansive soil remains uncontaminated and the minimum thickness and
dimensions around the structure are maintained. The expansive soils underlying the cap of
non-expansive cap should be pre-saturated to a depth of 3' to obtain a degree saturation
exceeding 90% before any construction supported by the compacted cap.
The non-expansive soil comprising the cap should conform to the following:
Minimum Compaction
Maximum Expansion Index
Minimum Angle of Internal Friction
Cohesion Intercept
90%
30
33 Deg
100 psf
UNFORESEEN CONDITIONS: Soil Testers assume no responsibility for conditions,
which differ from those, described in the applicable current reports and documents for this
property. Upon termination of the engineer's services for any reason, his fees up to the time of
termination become due and payable. If it is necessary for the engineer to issue an
unfavorable report concerning the work that he has been hired to test and inspect, the engineer
shall not be held liable for any damages that might result from his 'unfavorable report'.
If we can be of any further assistance, please do not hesitate to contact our office. This
opportunity to be of service is sincerely appreciated.
Plate I and Detail 1 are part of this report.
Respectfully submitted,
CCC/mlj
8
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SLAB AND FOOTING DETAILS
DETAIL 1
(city of
Carlsbad
CERTIFICATION OF SCHOOL FEES PAID
This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City
prior to issuing a building permit. The City will not issue any building permit without a completed school fee form.
Project# & Name: DEV2023-0113, 2501 DAVIS DEDICATION
Permit#: PC2022-0052 ___;._;;;..,;;.....;;..;..;...... _____________ _
Project Address: 2501 DAVIS AVE -------------------
Assessor's Parcel #: 1552511400 -------------------
Project Applicant: BON EE MARCEL -------------------(Owner Name)
Residential Square Feet:
New/Additions: -------------------
Second Dwelling Unit: (96o sF DETACHED ADU & 250 SF GARAGE coNVERs1ON FOR JADU)
Commercial Square Feet:
New/Additions: -------------------
City Certification: City of Carlsbad Building Division Date: 03/06/2024
Certification of ApplicanUOwners. The person executing this declaration ("Owner")
certifies under penalty of perjury that (1) the information provided above is correct and true
to the best of the Owner's knowledge, and that the Owner will file an amended
certification of payment and pay the additional fee if Owner requests an increase in the
number of dwelling units or square footage after the building permit is issued or if the
initial determination of units or square footage is found to be incorrect, and that (2) the
Owner is the owner/developer of the above described project(s), or that the person
CK] Carlsbad Unified School District
6225 El Camino Real
Carlsbad CA 92009
Phone: (760) 331-5000
D Encinitas Union School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024
Phone: (760) 944-4300 x1166
D San Dieguito Union H.S. District
684 Requeza Dr.
Encinitas, CA 92024
Phone: (760) 753-6491 Ext 5514
(By Appt. Only)
D San Marcos Unified Sch. District
255 Pico Ave Ste. 100
San Marcos, CA 92069
Phone: (760) 290-2649
Contact: Katherine Marcelja
(By Appt.only)
D Vista Unified School District
1234 Arcadia Drive
Vista CA 92083
Phone: (760) 726-2170 x2222
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS
FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED.
The undersigned, being duly authorized by the applicable School District, certifies that· the developer, builder, or
owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has
paid all amounts or completed other applicable school mitigation determined by the School District. The City may
issue building permits for this project.
Signature of Authorized School District Officia1::s)6 , ~C/\o .,,,.4~ ::\-r:'.'.'.'('-LA A 4 d r:A,A .AJl2
. . (_ C ' G \..\. '<"-'l--e \ \Nt;l \f'\ ~ .
T 1tle. .s \ J<y' (J\C: \ y\ ;:\.;,..R/Y\ A ':£_.Q~ Date. 3 . :i -8--o al/
CARLSBAD UNIFIED SCHOOL DISTRICT
Name of School District: 6225 El CAMINO REAL Phone: :'1 {,p 6 33 / -5 MO
CARLSBAD, CA 92009
COMMUNITY DEVELOPMENT -Building Division
1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I building@carlsbadca.gov I www.carlsbadca.gov
STORM WATER POLLUTION PREVENTION NOTES
1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE
AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION
OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN
IS EMINENT.
2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION
CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION
OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING
RAINFALL.
3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION
CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY
INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR
UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE.
4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE
AT THE END OF EACH WORKING DAY WHEN THE FIVE (5)
DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT
( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER
EACH RAINFALL.
5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM
AGGREGATE.
6. ADE QUA TE EROSION AND SEDIMENT CONTROL AND PERIMETER
PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST
BE INSTALLED AND MAINTAINED.
7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER
THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED
TO ENSURE COMPLIANCE WITH CITY STORM WATER QUALITY
REGULATIONS.
OWNER'S CERTIFICATE:
I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT
BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION
ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID
THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO
AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION
RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES,
COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP
THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES
UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED
BY THE CITY OF CARLSBAD.
l',AA-W~ L £;.oiv~ r ....
OWNER(S)/OWNER'S AGENT NAME
--Y-o ~ (_ LVP--I Jr S
OWNER(S)/OWNER'S AGENT NAM
E-29
l{--I{"-l-~
DATE
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
Erosion Control Sediment Control BMPs Tracking Non-Stonn Water Waste Management and Materials
BMPs Control BMPs Management BMPs Pollution Control BMPs
C ..., C C 0 ..., 0 0 ~ C C "'C ~ ~ 0, C Q) "'C Q) C E C "'C Cf) (.) (.) C C 0, E C ..., C :::, :::, 0 '5 ·;:: -~ C C C ..., ... ... Q)
:::::!!: "'C Cf) E 0, ... Q) ..., ..., ~ C ... :::, >, 0,
C Q) ... C Q) C Cf) Cf) Cf) C ·;:: '-CT ... C C 0, C. (I) ·;:: C > ... (I) 0
Best Management Practice* <Id .s Ccj C CD 'c.. -C C/l ... (!) Q) w > C ... 0 (I) 0 ~ Cf) 3: Cf) ... (I) C C (I) ..., (I) C ...,
..c C I-u ... u Cf) "'C Qj Cf) :::::!!: C CUC
(BMP) Description ➔ Cf) (.) (I) (/) ·5 E Cf) 0, (I) 0, CD •5 C 0, C "'C Cf) ~ C Cl :::, (I) ..., (I)
~ :5 ~ Q)
Q) ..., C C 3: C ... 0 ~~ "'C >, 0 Cf) Cc C 0, > ~ E ~ ... (.) C Cl 0 CD (/) ·-0, Cl~ ~c u (I) Co (I) Q)
X :::::!!: Cl o, Cl C (I) c:: E C N C/l (.) en:;:; (I) ~-~ 0 (I) 0 'a. .___ :;:: (I)
C (I) E ~ Qj ..., :::, .0 E ~ = Cf) = 3: ... ·-::0 ·-0, ·;:: 0.. 0 0, Q) "'C ..C C (I) LL (I):::, ·-(I) ·-"'C ~u CC (.) C ... C ~ ... "'C C ..., (.) ... > "'C ... ..., .0 ... .0 C ·-... C (I) ... (I) (.) _...,
0 0 -·-C. '5 (I) (I) (I)(.) C ~:g_ ..., ·-C ..., 0 ..., = C ,_ C ... C 0 ..., C 0 0 C 0, ..s 0 CC ..c (I) 0 (I) j C ... c'5 (I) ..c .0 ... .!:;c 0 ..., ... V) C :;::a: 0 (I)_ c_ C ..., C. 0 QC
(.!) WO c:n (/) u G: (!) cr,> (/) (/) 0.. (/) c:: 0..0 0.. >U :::::!!: (/) :::::!!: (/) (/) u (/) :::::!!:
CASQA Designation ➔ r--IX) 0, ..-r") v L{") <.D r--IX) 0 N r") r--IX) N r") v L{")
' ..-..-..-I I I I I I I I I I I I I I I I I I I I I I u u u u w w w w w w w w ~ c:: (/) (/) (/) (/) i i i i i Construction Activity w w w w (/) (/) (/) (/) (/) (/) (/) (/) I-z z z z
)( Grad in a /Soil Disturbance ' ' Trenchina/Excavation " "-' Stockoilina
Drillina /Borina
'\. Concrete/Asphalt Sawcuttina
Concrete Flatwork I
Pavina
Conduit/Pipe Installation '
Stucco7Mortar Work
"-Waste Disposal ' Staaina7Lav Down Area
Eauioment Maintenance and Fuelina I
Hazardous Substance Use/Storaae
Dewaterina
Site Access Across Dirt
Other (I isfr
Instructions:
1. Check the box to the left of all applicable construction activity ( first column) expected to occur during construction.
2. Located along the top of the BMP Table is a list of BMP's with it's corresponding California Stormwater Quality Association (CASQA) designation number. Choose one
or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column.
3. Refer to the CASQA construction handbook for information and details of the chosen BMPs and how to apply them to the project.
PROJECT INFORMATION
Site Address:ZS.D, Olt-vl~ ltv F
Assessor's Parcel Number: _______ _
Emergency Contact:
Name: Jef:t-i£-l~i;...;tr~
24 Hour Phone: Co I ~ 2-ll l-/ /<j(; C-J
Construction Threat to Storm Water Quality
(Check Box)
0 MEDIUM ~ LOW
Q) ...,
Cf)
C :;:: ...,
C Cf) (I) :::, E 0 (I)
"'C 0, 6 C NC CC I:::!!:
<.D I i
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c-3= C Q)
cu E ..., Q)
Q) 0,
bc cc oc U::::l!:
IX)
I i
'
Page 1 of 1 REV 11 /17
)
( City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
B-50
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements
apply to their project. This completed checklist (B-50) and summary (B-55) must be included with the building permit
application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on
the provided links to each municipal code section.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate
certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy
compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified
ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen
Inspector/Plans Examiner, or Green Building Residential Plan Examiner.
If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
check N/A and provide an explanation or code section describing the exception.
Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The
project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and
Green Code sections.
~ l _______________ Ap_p_l_lcatl_on_l_nform __ atl_on _____________ ___
Project Name/Building
Permit No.:
Property Address/APN:
Applicant Name/Co.:
Applicant Address:
ADU/JADU/GARAGE BP No.:
2501 Davis Avenue/ 155-25114-00
Jesse Leon
4901 MORENA BLVD, STE 906, SAN DIEGO, CA, 92117
Contact Phone: 619 733 8134 Contact Email: JESSE@PROCALDESIGN.COM
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Contact Phone: 619 733 8134
Contact Email:
Applicant Signature: _______________ Date: _______ _
B-50 Page 1 of 7 Revised 04/21
Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For
alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet.
Building Permit Valuation (BPV) $ breakdown _______ _
j Construction Type I Complete Section(s) I Notes:
d A high-rise residential building is 4 or more stories, including a CJ! Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor
area is residential use
~ New construction 2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B, 4A
□ Additions and alterations:
□ BPV < $60,000 NIA N/A All residential additions and alterations
□ BPV :2: $60,000 1A, 4A 4A 1-2 family dwellings and townhouses with attached garages
□ Electrical service panel upgrade only only.
'Multi-family dwellings only where interior finishes are removed
□ BPV :2: 5200,000 1A, 4A' 1B, 4A* and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
□ Nonresidential
□ New construction 1 B, 2B, 3B, 4B and 5
□ Alterations:
□ BPV :2: $200,000 or additions :2: 1,000 1B, 5 square feet
□ BPV :2: $1 ,000,000 1B, 2B, 5 Building alterations of :2: 75% existing gross floor area
□ :2: 2,000 sq. ft. new roof addition 2B, 5 1 B also applies if BPV :2: $200,000
Checklist Item
Check the appropriate boxes, explain all not applicable and exception ttems, and provide supporting calculations and documentation as necessary.
1. Energy Efficiency
Please refer to Carlsbad Municipal Code (CMC) 18.21 .155 and 18.30.190,and the California Green Building Standards Code (CALGreen) for more
infonnation. Appropriate details and notes must be placed on the plans according to selections chosen in the design.
A D Residential addition or alteration ~$60,000 building permitvaluation. D N/A _________ _
Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score~ 7
18.30.190. (attach certification)
Year Built Single-family Requirements Multi-family Requirements
D Before 1978 Select one option :
D Ductsealing D Attic insulation □Cool roof D Attic insulation
D 1978 and later Select one option :
D Lighting package D Water heating Package
D Between1978and 1991 Select one option:
D Ductsealing D Attic insulation □Cool roof
D 1992 and later Select one option:
D Lighting package D Water heating package
Updated 4/16/202 1 3
B. D Nonresidential* new construction or alterations~ $200,000 building permit valuation,
or additions~ 1,000 square feet. See CMC 18.21.155 and CALGreen Appendix AS D N/A
AS.203.1.1 Choose one: D .1 Outdoor lighting □ .2 Restaurant service water heating (CEC 140.5)
D .3 Warehouse dock seal doors. □ .4 Daylight design PAFs D .5 Exhaust air heat recovery □ NIA
AS.203.1.2.1 Choose one:□ .95 Energy budget (Projects with indoor lighting OR mechanical)
□ .90 Energy budget (Projects with indoorlighting AND mechanical) □ NIA
AS.211.1 ** □ On-site renewable energy:
D N/A
AS.211.3** □Green power: (If offered by local utility provider, 50% minimum renewable sources)
D N/A
AS.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators)
D N/A
AS.213.1 □ Steel framing: (Provide details on plans for options 1-4 chosen)
D NIA
• Includes hotels/motels and high-rise residential buildings
----------
** Foralterations~$1 ,000, 000 BPVand affecting> 75%existing gross floor area, OR alterations that add 2, 000squarefeetof new roof addition: comply
with CMC 18.30.130 (section 28 below) instead.
2. Photovoltaic Systems
A. ~ Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California
Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to
CAP section 3B below (low-rise residential Water Heating), increase system size by .3kWdc if PV offset option is selected.
Floor Plan ID (use additional CFA #d.u. Calculated kWdc*
sheets if necessary)
A--0 L) 4 tc,o I 1..?., 'L
Total System Size: '7....'1-'1...
kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.)
*Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
kWdc
Exception
D
D
D
□
B. 0 Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases
roof area by ~2,000 square feet. Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to
high-rise residential and hotel/motel buildings.
Choose one of the following methods:
□ Gross Floor Area (GFA)Method
GFA:
□ If< 10,000s.f. Enter: 5 kWdc
Min.System Size:
□ If 2: 10,000s.f. calculate: 15 kWdc x (GFA/10,O00) **
kWdc
**Round building size factor to nearest tenth, and round system size to nearest whole number.
Updated 4/16/2021 4
□ Time-Dependent Valuation Method
Annual TDV Energy use: *** ______ x .80= Min. system size: ______ kWdc
*** Attach calculation documentation using modeling software approved by the California Energy Commission.
3. Water Heating
A. [Jl Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section.
Provide complete details on the plans.
□ For systems serving individual dwelling units choose one system:
r/J Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise
residential only)
□ Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise
residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential)
□ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher
□ Solar water heating system that is either .60 solar savings fraction or 40 s. f. solar collectors
□ Exception:
□ For systems serving multiple dwelling units, install a central water-heating system with ALL of the following:
□ Gas or propane water heating system
□ Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low-
rise residential)
□ Solar water heating system that is either:
□ .20 solar savings fraction
□ .15 solar savings fraction, plus drain water heat recovery
□ Exception:
B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide
complete details on the plans.
□ Water heating system derives at least 40% of its energy from one of the following (attach documentation):
□ Solar-thermal □ Photovoltaics □ Recovered energy
□ Water heating system is (choose one):
□ Heat pump water heater
□ Electric resistance water heater(s)
□Solar water heating system with .40 solar savings fraction
D Exception:
It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to
demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a
performance approach to comply with energy-related measures will need to attach to this checklist separate calculations
and documentation as specified by the ordinances.
Updated 4/ 16/2 1 5
4. Electric Vehicle Charging
A. f"1 Residential New construction and major alterations*
Please refer to CMC 18.21.140 when completing this section.
i,l One and two-family residential dwelling or townhouse with attached garage:
VJ One EVSE Ready parking space required D Exception : ____________ _
D Multi-family residential· D Exception •
Total Parking Spaces EVSE Spaces
Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" Other "Capable"
Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE
Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable"
*Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit
valuation~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached
garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site work and upgrades to
structural and mechanical, electrical, and/or plumbing systems are proposed.
*ADU exceptions for EV Ready space (no EV ready space required when):
(1) The accessory dwelling unit is located within one-half mile of public transit.
(2) The accessory dwelling unit is located within an architecturally and historically significant historic district.
(3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure.
(4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit.
(5) When there is a car share vehicle located within one block of the accessory dwelling unit.
B. 0 Nonresidential new construction (includes hotels/motels) D Exception : ____________ _
Please refer to CMC 18.21.150 when completing this section
Total Parking Spaces
Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable"
I I I
Calculation: Refer to the table below:
Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces
D 0-9 1 1
D 10-25 2 1
D 26-50 4 2
D 51-75 6 3
D 76-100 9 5
D 101-150 12 6
D 151-200 17 9
D 201 andover 10 percent of total 50 percent of Required EV Spaces
Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE
Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable"
Updated 4/ 16/202 I 6
5. □Transportation Demand Management (TOM): Nonresidential ONLY
An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will usethetablebelowbased on your submitted plans to determine whether or nor your permit requires a TOM plan. If TOM is applicable to your
permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Use
EmpADTfor
first 1,000 s.f.
EmpADTI
1000 s.f.1
Office (all)2 20
Restaurant 11
Retaib 8
Industrial 4
Manufacturing 4
Warehousing 4
1 Unless otherwise noted, ra tes estimated from /TE Trip
Generation Manual, 1 (Jlh Edition
13
11
4.5
3.5
3
1
2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
sample calcylatioos:
Office: 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf= 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT
I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should
my permit require a TD~M ~ n~rstand that an approved TOM plan is a condition of permit issuance.
Applicant Signature:_____________________ Date: ..... f'+.___/ _'t._/_VL __ _
Person other than App ,cant to be contacted for TOM compliance (if applicable):
Name(Printed): __________________ _ Phone Number: _____ _
Email Address: ___________________ _
Updated 4/16/2021 7
( City of
Carlsbad
CLIMATE ACTION PLAN (CAP) COMPLIANCE
CAP Building Plan
Template
B-55
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and
California Green Building Standards Code {CALGreen), current version. Use this form to summarize all applicable CAP measures for your
project. IF CAP MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS.
1. ENERGY EFFICIENCY APPLICABLE: DYES ONO
Complies with CMC 18.30.190
& 18.21.155 0 Yes O N/A
Existing Structure, year built: ____ _
Prepared Energy Audit? O Yes 0No
Energy Score: _____ _
Efficiency Measures included in scope:
2. PHOTOVOLTAIC SYSTEM APPLICABLE: [Z]YES □No
Complies with CMC section 18.30.130 and 2019 California Energy
Code section 150.l{c)14 O Yes O N/A
Required Provided
Size of PV system {kWdc):
Sizing PV by load calculations D Yes D No
If by Load Calculations:
Total calculated electrical load:
80% of load:
Hardship Requested O Yes O No
Hardship Approved D Yes O No
3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: [Z] YES □NO
4.
s.
Complies with CMC sections 18.30.150
and 18.30.170?
Alternative Source:
□ Electric
□ Passive Solar
Hardship Requested
Hardship Approved
ELECTRIC VEHICLE (EV) CHARGING APPLICABLE:
O Yes O N/A
OYes
□Yes
[Z]YES
Complies with CMC
section 18.21.140?
Panel Upgrade?
OYes O N/A
O Yes O No
Required Provided
Total EV Parking Spaces:
No. of EV Capable Spaces:
No. of EV Ready Spaces:
No. of EV Installed Spaces:
Hardship Requested
Hardship Approved
O Yes
□Yes
TRAFFIC DEMAND MANAGEMENT APPLICABLE:
Compliant?
TDM Report on file with city?
□No
□No
DYES 0No
0 Yes O No
□Yes o No
Building Permit Finaled
Revision Permit
Print Date: 07/16/2025
Job Address: 2501 DAVIS AVE, CARLSBAD, CA 92008-1452
Permit No:
Status:
(cityof
Carlsbad
PREV2025-0004
Closed -Finaled
Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision
Parcel#: 1552511400 Track#: Applied: 01/07/2025
Valuation: $260,810.44 Lot#: Issued: 01/21/2025
Occupancy Group:
#of Dwelling Units:
Project#: DEV2023-0113 Finaled Close Out: 07/16/2025
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title: 2501 DAVIS DEDICATION
Plan#:
Construction Type:
Orig. Plan Check#: PC2022-0052
Plan Check#:
Description: BONEE: CHANGE WATER HEATER TO ELECTRIC HEAT PUMP
Applicant:
PRO-CAL DESIGN AND ENGI NEERING
JESSE LEON
10245 CASA CT
SANTEE, CA 92071-4900
(619) 733-8134
FEE
BUILDING PLAN CHECK REVISION ADMIN FEE
THIRD PARTY REVIEW -Consultant Cost (BLDG)
Property Owner:
BONEE MARCEL
2501 DAVIS AVE
CARLSBAD, CA 92008-1452
Total Fees: $155.00 Total Payments To Date:
Building Division
$155.00
Final Inspection:
INSPECTOR:
Balance Due:
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
AMOUNT
$35.00
$120.00
$0.00
Page 1 of 1
CCityof
Carlsbad
PLAN CHECK REVISION OR
DEFERRED SUBMITTAL
APPLICATION
8-15
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
Original Plan Check Number PC2022-0052
Project Address 2501 Davis Avenue
( by City S@ftJ
Plan Revision Number .PttvJoJS-ooo l/
General Scope of Revision/Deferred Submittal: Revised water heater to electric
heat pump water heater
CONTACT INFORMATION:
Name .Je5se l)e LeoY\
Address ___________________ City ______ Zip ____ _
Email Address v e_5<;e (o):p ro c.°'-1 des i3 V\ , COVV1
Original plans prepared by an architect or engineer, revisions must be signed & stamped by that
person.
1 . Elements revised: [i] Plans D Calculations D Soils [i] Energy D Other
2. 3.
Describe revisions in detail List page(s) where each
revision is shown
Updated title 24 to revised water heater to electric heat pump 1,2,3,4
.
4. Does this revision, in any way, alter the exterior of the project? OYes ~No
5. Does this revision add ANY new floor area(s)7 OYes ~No
6. Does this revision affect any fire related issues? OYes ~No
7. Is this a full set replacement (all sheets)? OYes ~No
~Signature d~ ~ Date 1) (; /zozs
1635 Faraday Avenue, Carlsbad, CA 92008 eti: 760-602-2719 fax: 760-602-8558 Email: buifding@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 B-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 online portal, submissions for revisions are uploaded via the self-service
portal. Digital Submittal Reguire~ents:
• 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 will 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.
January 10, 2025
City of Carlsbad
Community Development Department -Building Division
1635 Faraday Ave.
Carlsbad, CA 92008
Plan Review: Revision New ADU
Address: 2501 Davis Ave
Applicant Name: Jesse De Leon
Applicant Email: Jesse@procaldesign.com
OCCUPANCY AND BUILDING SUMMARY:
Occupancy Groups: R-3
Occupant Load: N/ A
Type of Construction: V-B
Sprinklers: N/A
Stories: N/ A
Area of Work (sq. ft.): NIA sq. ft.
The plans have been reviewed for coordination with the pe1mit application.
Valuation: See Notes Below
Scope of Work: Confirmed
Floor Area: See Notes Below
Notes: Revision, no valuation or floor area.
Attn: Building & Safety Department,
True North
COMPLIANCE SERVICES
City of Carlsbad -FIN AL REVIEW
City Pe1mit No: PREV2025-0004
True North No.: 25-018-025
True North Compliance Services, Inc. has completed the final review of the foll owing documents for the project
referenced above on behalfof the City of Carlsbad:
I. Energy Repo1t: One (I) copy dated December 9, 2024, by Cheers.
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:
I. This project is Hourly. Please charge the applicant the following hours of plan review.
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T / 562.733.8030
Review No. Hourly Rate Hours Total
1st Review $120.00 1 $120
Total $120
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: Qamar Aloqaily -Plan Review Engineer
Quality Review By: Alaa Atassi -Plan Review Engineer