HomeMy WebLinkAbout2444 TORREJON PL; 2; CBR2021-0303; PermitPERMIT REPORT
Residential Permit
Print Date: 03/24/2022
Job Address: 2444 TORREJON PL, # 2, CARLSBAD, CA 92009-8033
Permit Type: BLDG-Residential Work Class:
Parcel#: 2162401102 Track#:
Valuation: $115,599.00 Lot#:
Occupancy Group:
#of Dwelling Units: 1
Bedrooms:
Bathrooms:
Project Title:
Description: LASTRES: 682 SF ATTACHED ADU
Applicant:
DI EGO M LASTRES
DIEGO LASTRES
Project#:
Plan#:
Construction Type:
Orig. Plan Check#:
Plan Check#:
Property Owner:
SPICENEX INC
DIEGO LASTRES
2444 TORREJON PL, 12444 TORREJON PL PL, 2444 TORREJON PL
# 1 CARLSBAD, CA 92009
CARLSBAD, CA 92009 (760) 701-2570
(760) 701-2570
FEE
BUILDING PLAN CHECK FEE (BLDG)
GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION
SWPPP INSPECTION FEE TIER 1 -Medium BLDG
SB1473 GREEN BUILDING STATE STANDARDS FEE
SWPPP PLAN REVIEW FEE TIER 1-MEDIUM
ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL
MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
STRONG MOTION-RESIDENTIAL
BUILDING PERMIT FEE ($2000+)
Second Dwelling Unit
Total Fees: $1,996.79 Total Payments To Date: $1,996.79
(city of
Carlsbad
Permit No: CBR2021-0303
Status: Closed -Fina led
Applied: 02/03/2021
Issued: 04/20/2021
Finaled Close Out: 03/24/2022
Inspector:
Final Inspection:
Balance Due:
TAlva
01/10/2022
AMOUNT
$477.96
$175.00
$246.00
$5.00
$55.00
$66.00
$182.00
$92.00
$15.03
$682.80
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning1 zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
( City of
Carlsbad
Job Address 2444 Torrejon Pl
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
Plan Check Ct96'(ilo;}.( _ 6303
Est. Value :(if l5.$<;C, no
PC Deposit
Date c9/3/.;21
•
Suite: ____ .APN: 2162401102
CT/Project #: __________________ ,Lot #:. ____ Year Built: _1_9_7_4 _______ _
Fire Sprinklers: QYES(!) No Air Conditioning:{!) YES Q NO Electrical Panel Upgrade: (!)YEsO NO
BRIEF DESCRIPTION OF WORK:
Addition of an attached Accessory dwelling unit to main single family unit.
Iii Addition/New: Additionq.,;f New O Living SF, -bei2 Deck SF,_0 ___ Patio SF, a Garage SF _0 __
Is this to create an Accessory Dwelling Unit? 0Y ON New Fireplace? OY 0 N, if yes how many? __
0Remodel: SF of affected area Is the area a conversion or change of use? OY 0 N
0 Pool/Spa: _____ .SF Additional Gas or Electrical Features? ___________ _
QSolar: ___ KW, ___ Modules, Mounted:0Roof 0Ground, Tilt: 0 YON, RMA: OY ON,
Battery:OY ON, Panel Upgrade: OY ON
0 Re roof:. _________________________________ _
0 Plumbing/Mechanical/Electrical
0 Only: Other:
This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the
owner or contractor. The person listed as the Applicant below wi/1 be the main point of contact throughout the permit process.
APPLICANT II] PROPERTY OWNERS AUTHORIZED AGENT APPLICANT 0
Name: DieQo Lastres
Address: __________________ _
PROPERTY OWNER
Name: Diego Lastres
Address: 2444 torrejon Pl
City: Carlsbad State:_c_A __ ,Zip: 92009 City: __________ State: ___ ,Zip: ____ _
Phone: 7607012570 Phone: __________________ _
Email: diegolas3@gmail.com Email: ___________________ _
APPLICANT Ii] CONTRACTOR OF RECORD APPLICANT 1S('
Name: __________________ _
Address: _________________ _
DESIGN PROFESSIONAL
Name: Diego Lastres
Address: 2444 torrejon pl
City: Carlsbad State:_cA __ .Zip:92009 City: _______ .State: ___ ,Zip: ______ _
Phone: 7607012570
Email: diegolas3@gmail.com
Architect State License: c32222 -----------
Phone: __________________ _
Email: __________________ _
State License/class: ______ ,Bus. License: ___ _
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
REV. 08120
IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW:
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations:
DI have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued. Policy No. ______________________________________ _
0 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: lnsuranceCompany Name: ____________________ _
Policy No .. ____________________________ Expiration Date: _______________ _
0 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 PRINT: _________ SIGN: _________ ,DATE:
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
(II 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).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
01 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
(IJ"Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application.
0 Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors. I 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 fol/owin~ Web site: http://www.leginfo.co.gov/ca/aw.html. ~---. .. f .
OWNER ••INTa □,ego ,~"" SIGN, t.,-, ~ DAm 12.22.2020
APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE Tl~~ o; suBl1 L
By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property
owner or contractor's behalf. I certify that I have read the application and state that the above information is correct and that the information on
the plans is accurate. I agree to comply with all City ordinances and State laws relating to building construction.
I hereby authorize representative of the City of Carlsbad ta enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE,
INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL UABIUTIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE
AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA· An OSHA permit is reqwred for excavations over 5'0' deep and
demoi,t1on or construction of structures over 3 stones ,n height. ~
APPLICANT PRINT: Diego Lastres SIGN: ~ DATE: 12.22.2020
C
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
2 REV. 08120
( City of
Carlsbad
OWNER-BUILDER
ACKNOWLEDGEMENT
FORM
B-61
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
OWNER-BUILDER ACKNOWLEDGMENT FORM
Pursuant to State of California Health and Safety Code Section 19825--19829
To: Property Owner
An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the
property located at:
Site Address 2444 Torrejon Place
The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form
to inform you of the responsibilities and the possible risks associated with typical construction activities issued
in your name as the Owner-Builder.
The City will not issue a construction permit until you have read and initialed your understanding of each
provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner
cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and
it is accepted by the City of Carlsbad.
INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and
verification of this information by signature at the bottom of the form. These are very important construction
related acknowledgments designed to inform the property owner of his/her obligations related to the requested
permit activities.
I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner
Builder" building permit that erroneously implies that the property owner is providing his or her own labor and
material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries
sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of
the limits of my insurance coverage for injuries to workers on my property.
II. ~I understand building permits are not required to be signed by property owners unless they are responsible
for the construction and are not hiring a licensed contractor to assume this responsibility.
Ill. ~I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I
may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his
or her name instead of my own.
IV. ~I understand contractors are required by law to be licensed and bonded in California and to list their license
numbers on permits and contracts.
V. ..9.!__1 understand if I employ or otherwise engage any persons, other than California licensed contractors, and
the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be
considered an 11employer" under state and federal law.
1 REV. 08/20
Owner-Builder Acknowledgement Continued
VI. ~I understand if I am considered an "employer" under state and federal law, I must register with the state
and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and
contribute to unemployment compensation for each "employee." I also understand my failure to abide by these
laws may subject me to serious financial risk.
V1I. ~ I understand under California Contractors' State license law, an Owner-Builder who builds single-family
residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed
by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of
the work is performed under contract with a licensed general building contractor.
VIII. ~ I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable
for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent
construction defects in the workmanship or materials.
IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal
Revenue Service, the United States Small Business Administration, the California Department of Benefit
Payments, and the California Division of Industrial Accidents. I also understand I may contact the California
Contractors' State License Board (CSLB) at 1-.S00-321-CSLB (2752) or www.cslb.ca.gov for more information
about licensed contractors.
X, ~l am aware of and consent to an Owner-Builder building permit applied for in my name, and understand
that I am the party legally and financially responsible for proposed construction activity at the following address:
XI. ~I agree that, as the party legally and financially responsible forth is proposed construction activity, I will abide
by all applicable laws and requirements that govern Owner-Builders as well as employers.
XII. ~I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the
information I have provided on this form.
Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who
does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court.
It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm
is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner-
Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are
properly licensed and the status of their workers' compensation coverage.
Before a building permit can be issued, this form must be completed, signed by the property owner and returned
to the City of Carlsbad Building Division.
I declare under penalty of perjury that I have read and understand all of the information provided on this form and that my responses, including my
authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have
either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel.
Diego Lastres
Property Owner Name (PRINT)
~\k ______ _
~wner Signature
2
12.22.2020
Date
REV. 08/20
PERMIT INSPECTION HISTORY for (CBR2021-0303)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Application Date: 02/03/2021
Issue Date: 04/20/2021
Expiration Date: 03/21/2022
IVR Number: 31345
Owner: SPICENEX INC
Subdivision: PARCEL MAP NO 14874
Address: 2444 TORREJON PL, # 2
CARLSBAD, CA 92009-8033
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection Primary Inspector Reinspection Inspection
BLDG-17 Interior
Lath/Drywall
Checklist Item
16707 4-2021
COMMENTS
Status
Passed Tony Alvarado
BLDG-Building Deficiency September 22, 2021: (Virtual Inspection).
1. Installation of new gypsum
board/drywall; type, size, and method of
attachment anchoring, per structural plans
and table schedule specifications for new
ADU-approved.
01/10/2022 01/10/2022 BLDG-Final Inspection
Checklist Item
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
Thursday, March 24, 2022
2. Virtual Inspection was conducted on
Monday September 20, 2021.
174198-2022
COMMENTS
Passed Tony Alvarado
Passed
Yes
Passed
Yes
Yes
Yes
Yes
Complete
Complete
Page 5 of 5
PERMIT INSPECTION HISTORY for (CBR2021-0303)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Application Date: 02/03/2021
Issue Date: 04/20/2021
Expiration Date: 03/21/2022
IVR Number: 31345
Owner: SPICENEX INC
Subdivision: PARCEL MAP NO 14874
Address: 2444 TORREJON PL, # 2
CARLSBAD, CA 92009-8033
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector Reinspection Inspection
08/13/2021
09/22/2021
Checklist Item
BLDG-13 Shear Panels-HD (ok
to wrap)
BLDG-15 Roof
Sheathing-Reroof
COMMENTS
August 10, 2021:
1. Exterior and plywood shear-wall and
plywood roof sheathing; type, size, and
method of attachment anchoring system,
per structural plans and detail
specifi ca tions-ap proved.
2. All metal connector hardware installed
per structure engineers plans and detail
specifications-approved.
August 10, 2021:
1. Exterior and plywood shear-wall and
plywood roof sheathing; type, size, and
method of attachment anchoring system,
per structural plans and detail
specifications-approved.
2. All metal connector hardware installed
per structure engineers plans and detail
specifications-approved.
08/13/2021 BLDG-84 Rough
Combo(14,24,34,44)
164202-2021 Passed Tony Alvarado
Checklist Item
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
BLDG-44
Rough-Ducts-Dampers
COMMENTS
August 13, 2021:
1. Rough combination inspection,
electrical, plumbing, mechanical, and
framing, scope of work-approved For
structural engineer's plans.
August 13, 2021:
1. Rough combination inspection,
electrical, plumbing, mechanical, and
framing, scope of work-approved For
structural engineer's plans.
August 13, 2021:
1. Rough combination inspection,
electrical, plumbing, mechanical, and
framing, scope of work-approved For
structural engineer's plans.
August 13, 2021:
1. Rough combination inspection,
electrical, plumbing, mechanical, and
framing, scope of work-approved For
structural engineer's plans.
09/22/2021 BLDG-16 Insulation
Checklist Item
167075-2021
COMMENTS
Passed Tony Alvarado
BLDG-Building Deficiency September 22, 2021: (Virtua! Inspection).
1 Energy efficient, thermal insulation
installed throughout new ADU-approved.
2. Virtual Inspection was conducted earlier
in the month of September.
Thursday, March 24, 2022
Passed
Yes
Yes
Complete
Passed
Yes
Yes
Yes
Yes
Complete
Passed
Yes
Page 4 of 5
PERMIT INSPECTION HISTORY for (CBR2021-0303)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Application Date: 02/03/2021
Issue Date: 04/20/2021
Owner: SPICENEX INC
Subdivision: PARCEL MAP NO 14874
Address: 2444 TORREJON PL, # 2 Status: Closed -Finaled Expiration Date: 03/21/2022
IVR Number: 31345 CARLSBAD, CA 92009-8033
Scheduled
Date
07/16/2021
08/10/2021
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector
Checklist Item
BLDG-Building Deficiency
COMMENTS
July 15, 2021:
1. Exterior stucco wire lath-not approved.
2. Exterior plywood shear wall; type, size,
method of attachment anchoring, not
inspected~ not approved.
3. Pending:
a) exterior plywood sheathing inspection
required, prior to exterior stucco wire lath
Inspection.
4. Informed owner/builder contractor Alvin.
07/16/2021 BLDG-13 Shear
Panels/HD (ok to wrap)
162079-2021 Failed Tony Alvarado
Checklist Item
BLDG-Building Deficiency
COMMENTS
June 16, 2021: (Failed).
1. Shearwalf nailing deficiencies and
structural metal connector straps missing.
2. Structural engineer plans, she S-2, does
not reflect as builUon-site
framing/shearwall conditions.
3. (3);New windows added at side yard
building elevation.
Structural framing plan does not reflect (3)
-new window openings -with no
structural framing Metal connector
components.
4. Front and rear elevations, at upper
window, top plate Connection to header
beams, at exterior shearwalJ plywood
nailing areas, missing horizontal metal
connector-Simpson MSTA-21 straps
(typical), Per structural engineered framing
plan, sheet S -2.
08/10/2021 BLOG-83 Roof $heating, 163928-2021
Exterior Shear (13, 15)
Passed Tony Alvarado
Thursday, March 24, 2022
Reinspection Inspection
Passed
No
Reinspection Incomplete
Passed
No
Complete
Page 3 of 5
PERMIT INSPECTION HISTORY for (CBR2021-0303)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Application Date: 02/03/2021
Issue Date: 04/2012021
Expiration Date: 0312112022
IVR Number: 31345
Owner: SPICENEX INC
Subdivision: PARCEL MAP NO 14874
Address: 2444 TORREJON PL, # 2
CARLSBAD, CA 92009-8033
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector Reinspection Inspection
05125/2021 05/25/2021 BLDG-11 158161-2021 Passed Tony Alvarado Complete
Foundation/Ftg/Piers
(Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency May 25, 2021: Yes
1. No footing/foundation steel
reinforcement-Building Deficiencies
2. Foundation, footings, slab reinforcement
steel rebar, per engineers detail on sheet
SD-1, grade beam steel reinforcement
layout, and sheet S-1 footing foundation
steel reinforcement details-approved.
3. 3rd. party, epoxied steel reinforcement
dowels, per deputy inspectors
report-approved.
06/16/2021 06/16/2021 BLDG-83 Roof Sheating, 159821-2021 Passed Tony Alvarado Complete
Exterior Shear (13, 15)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency June 16, 2020: Yes
1. No building new roof sheathing
nailing/addition Deficiencies.
2. New plywood type, size, and nailing
pattern, scope of work for structural plans
and table detail specifications-approved.
3. New CMLI block retaining wall with level
backfill, drain pipe system verified per
structural and architectural plans and detail
specifications-approved .
BLDG-15 Roof June 16, 2020: Yes
Sheathing-Reroof 1. No building new roof sheathing
nailing/addition Deficiencies.
2. New plywood type, size, and nailing
pattern, scope of work for structural plans
and table detail specifications-approved.
3. New CMLI block retaining wall with level
backfill, drain pipe system verified per
structural and architectural plans and detail
speclfi cations-approved .
07/15/2021 07/15/2021 BLDG-18 Exterior 162068-2021 Failed Tony Alvarado Reinspection Incomplete
Lath/Drywall
Thursday, March 24, 2022 Page 2 of 5
Building Permit Inspection History Finaled
(city of
Carlsbad
PERMIT INSPECTION HISTORY for (CBR2021-0303)
Permit Type: BLDG-Residential
Work Class: Second Dwelling Unit
Status: Closed -Finaled
Application Date: 02/03/2021
Issue Date: 04/20/2021
Expiration Date: 03/21/2022
IVR Number: 31345
Owner: SPICENEX INC
Subdivision: PARCEL MAP NO 14874
Address: 2444 TORREJON PL, # 2
CARLSBAD, CA 92009-8033
Scheduled Actual Inspection Type Inspection No. Inspection
Status
Primary Inspector Reinspection Inspection
Date Start Date
04/23/2021 04/23/2021 BLDG-SW-Pre-Con
Checklist Item
155862-2021
COMMENTS
Passed Tony Alvarado
BLDG-Building Deficiency April 23, 2021: (phone call/virtual
inspeclton).
No building deficiencies.
1. Inform pool contractor Alvin, regarding
the following:
2. Temporary toilet faciHties require pan
under toilet
Temporary toilet facilities require pan under
toilet I need to be located outside public
right-of-way and on owners property.
3. Dirt spolls/stockpiling, requires be
covered and protected, dust and runoff
containment, with straw waddle or
gravel/sandbags.
4. Contain all soil erosion and sediment
erosion on property, keep any soil or
debris away from storm water inlet,
adjacent property owners, and
public-right-of-way sidewalk areas
(typical).
5. Final as-built plan revisions need to be
approved prior to final inspection, for
historical purposes and city records
management maintaining latest and
greatest current plans on file.
6. Security perimeter fencing and gates
Installed at all times during the construction
process till final clearances and sign offs
from all agencies/depts.
7. Hours of construction observed.,
a. Federal holidays observed and no
construction work allowed.
9. Additional preconstruction requirements
may follow.
05/19/2021 05/19/2021 BLDG-21 157626-2021 Passed Tony Alvarado
Thursday, March 24, 2022
Underground/Under1Io
or Plumbing
Checklist Item
BLDG-Building Deficiency
COMMENTS
May 19, 2021:
1. No underground plumbing and rough
plumbing/building deficiencies.
2. Underground plumbing, under 10'ft. head
pressure-water leak test, size and type the
plumbing lines, per plans-approved.
Complete
Passed
Yes
Complete
Passed
Yes
Page 1 of 5
DATE: 4-7-2021
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2021-0303.RC1
✓• EsG1I
SET II
PROJECT ADDRESS: 2444 Torrejon Place
PROJECT NAME: New attached ADU (682 sq ft)
□ APPLICANT
□ JURIS.
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
~ EsGil staff did not advise the applicant that the plan check has been completed.
D EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by: Email:
Mail Telephone Fax In Person
0 REMARKS
By: S.C. Enclosures:
EsGil
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
,
DATE: 2-19-2021
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2021-0303
✓• EsG1I
A SAff;:bwl! Comp,111y
SETI
PROJECT ADDRESS: 2444 Torrejon Place
PROJECT NAME: New attached ADU (682 sq ft)
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
~ The check list transmitted herewith is for your information. The plans are being held at EsGil
until corrected plans are submitted for recheck.
D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
D The applicant's copy of the check list has been sent to:
D EsGil staff did not advise the applicant that the plan check has been completed.
~ EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: Diego Lastres Telephone#: (760) 701-2570
Date contacted: (by: ) Email: diegolas3@gmail.com
Mail Telephone Fax In Person
0 REMARKS:
By: Enclosures:
EsGil
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
Carlsbad CBR2021-0303
2-19-2021
. PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK#.: CBR2021-0303 JURISDICTION: Carlsbad
PROJECT ADDRESS: 2444 Torrejon Place
FLOOR AREA: Addition
682 sq ft (R-3)
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 2-19-2021
FOREWORD (PLEASE READ):
STORIES: 1
HEIGHT:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: -
PLAN REVIEWER: Soon Cho
This plan review is limited to the technical requirements contained in the California version of the
International Residential Code, International Building Code, Uniform Plumbing Code, Uniform
Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise
attenuation and access for the disabled. This plan review is based on regulations enforced by
the Building Department. You may have other corrections based on laws and ordinance by the
Planning Department, Engineering Department, Fire Department or other departments.
Clearance from those departments may be required prior to the issuance of a building permit.
Present California law mandates that construction comply with the 2019 edition of the California
Code of Regulations (Title 24), which adopts the following model codes: 2018 IRC, 2018 IBC,
2018 UPC, 2018 UMC and 2017 NEC.
The above regulations apply, regardless of the code editions adopted by ordinance.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of
the 2015 International Building Code, the approval of the plans does not permit the violation of
any state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each correction
item has been addressed, i.e., plan sheet number, specification section. etc. Be sure to
enclose the marked up list when you submit the revised plans.
Carlsbad CBR2021-0303
2-19-2021
Please make all corrections, as requested in the correction list. Submit THREE sets of
plans for residential projects. For expeditious processing, corrected sets can be
submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-
2700. The City will route the plans to EsGil and the Carlsbad Planning, Engineering and
Fire Departments.
2. Bring TWO corrected set of plans and calculations/reports to EsGil, 9320 Chesapeake
Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of
plans and calculations/reports directly to the City of Carlsbad Building Department for
routing to their Planning, Engineering and Fire Departments.
NOTE: Plans that are submitted directly to EsGil only will not be reviewed by the City
Planning, Engineering and Fire Departments until review by EsGil is complete.
PLANS
1. All sheets of plans must be signed by the person responsible for their
preparation. (California Business and Professions Code). Signatures on the final
sets of plans will be verified before they are approved.
2. Incorporate 2019 Cal Green mandatory measures on the plan.
3. Exterior walls of dwellings closer than 5 ft. to the property line shall be 1-hour
fire-resistance-rated construction. Table R302.1 (1) and (2). Provide wall
assembly detail on the plan
4. Provide 1-hour fire resistive rated construction between units.
5. Provide sound transmission rating (STC 50) between units.
6. Trellis requires 5' setback from the property line.
7. Provide floor plan of main house. Show window information in reference to light
and ventilation requirements will not undermined due to addition of ADU next to
exterior wall.
8. Provide EERO information for the guest room in the main house.
FIRE PROTECTION
9. Note on the plans that the required smoke alarms and carbon monoxide alarms
will be field verified by the City Building Inspector.
PLUMBING/MECHANICAL/ELECTRICAL
( Carlsbad CBR2021-0303
2-19-2021
10. Specify on the plans: Water conserving fixtures: New water closets shall use no
more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8
GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8
GPM of flow. CPC Sections 407, 408, 411, 412.
11. Specify on the plans whether the existing house was built before or after 1994.
For additions or improvements to a residence built before 1994, note on the
plans that existing "noncompliant" fixtures (toilets that use more than 1.6 gallons
of water per flush, urinals that use more than one gallon of water per flush,
showerheads that have a flow capacity of more than 2.5 gallons of water per
minute, and interior faucets that emit more than 2.2 gallons of water per minute)
shall be replaced. Certification of compliance shall be given to the building
inspector prior to final permit approval. California SB407.
12. Specify shower to have not less than 22" clearance when shower door is open.
CPC 408.5.
13. Rooms containing bathtubs, showers and similar fixtures shall be provided with
an exhaust fan with humidity control sensor having a minimum capacity of 50
CFM ducted to terminate outside the building. (CRC R303.3, Cal Green 4.506.1,
CBC 1202.5.2.1, CMC 402.5)
14. Provide heating facilities per CRC R303.10 and show location on the floor plan.
15. Provide a drain behind retaining wall.
ENERGY CONSERVATION
16. Specify method of compliance and provide energy calculations. Provide Certificate
of Compliance (CF-1 R) forms on plans. CF-1 R form is to be signed by designer
and documentation author.
17. For Performance approach, use one of the following certified programs:
a. Energy Pro Version 8.0
b. CBECC-Res 2019.1.2
c. Right-Energy Title 24 2019.1.1
Visit the following link for the latest CEC approved software:
https:llwww.enerqy.ca.qovlproqrams-and-topicslproqrams/buildinq-enerqy-
efficiency-standardsl2019-buildinq-enerqy-efficiency-2
Carlsbad CBR2021-0303
2-19-2021
18. Proposed scope of work requires HERS verification. All energy documentation
forms must be registered with one of the following HERS provider:
a. California Energy Registry (formerly CHEERS): https:llwww.calenerqy.org
b. California Certified Energy Rating & Testing Services (CalCERTS):
http://www.calcerts.com
19. Provide an itemized list of all fenestrations in energy documentation. Identify
exterior doors and windows with method similar to window schedules.
20. Specify U-factors and Solar Heat Gain Coefficient (SHGC) values for all
fenestrations on window and door schedules. Add note to schedules:
"Fenestrations must have temporary and permanent labels."
21. Provide a whole-building mechanical ventilation system in accordance with the Fan
Ventilation Rate or Total Ventilation Rate Method. Include ventilation system
sizing calculations on the plans.
a. Fan Ventilation Rate Method (ASH RAE Section 4.1.1 ):
1. Minimum required fan flow rate, Qfan, (cfm) = 1 cfm per 100 sf of
floor area+ 7.5 cfm per occupant
11. Number of occupants = number of bedrooms + 1
b. Total Ventilation Rate Method (ASHRAE Section 4.1.2):
i. Minimum required Mechanical Ventilation Rate, Qfan (cfm) = Qtot -
Qinf
11. Total required ventilation rate, Qtot (cfm) = 3 cfm per 100 sf of floor
area+ 7.5 cfm per occupant.
iii. Number of occupants = number of bedrooms + 1
iv. Effective Annual Average Infiltration Rate, Qinf (cfm), determined in
accordance with ASHRAE Std 62.2 equation 4.6a.
Whole-building ventilation shall be provided by exhaust air, supply air, or combined
exhaust and supply air system. Natural ventilation through doors/windows or
continuous operation of central forced air system air handlers used in central fan
integrated ventilation systems are not a permissible method of providing whole-
building ventilation. BEES 150(0), Exe. 5 to 150.2(a) & ASHRAE Std. 62.2
STRUCTURAL
22. Shoring is required to build new retaining wall. Provide soils report for
recommendations of shoring. Provide shoring plan and engineering design.
23. Remove detail 22/SD-1. Shoring plan is required.
24. S-1: Provide exterior wall footing details in lieu of 13/SD1.
Carlsbad CBR2021-0303
2-19-2021
25. Provide trellis framing detail including footings. Show lateral force resisting
element.
MISCELLANEOUS
26. To speed up the review process, note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc.
27. Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly
describe them and where they are located in the plans.
• Have changes been made to the plans not resulting from this correction list?
Please indicate:
Yes □ No □
28. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to
perform the plan review for your project. If you have any questions regarding
these plan review items, please contact Soon Cho at EsGil. Thank you.
Carlsbad CBR2021-0303
2-19-2021
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Soon Cho
PLAN CHECK#.: CBR2021-0303
DATE: 2-19-2021
BUILDING ADDRESS: 2444 Torrejon Place
BUILDING OCCUPANCY: R-3
BUILDING AREA
PORTION (Sq.Ft.)
newadu 682
Air Condilioring
Fire Sprinklers
TOTAL VALUE
Jurisdiction Gode cb
I 1997 UBC Building Ptrmit F•• i:J
I n1 ;;-,Jo:
I 1997 UBC Plan Chock F••
I t°l,.I ~J::
Valuation
Mllipler
152.19
By Ordinance
Type of Review: w Complete Review
Reg. VALUE
Mod.
r Structural Only
r Repeltive Fee ,.
1 ...,1 Repeats
r Other
r Hourly
&Gil Fee ,.
~Hrs.@•
($)
103,794
103,794 , ,
$416.171
Sheet 1 of 1
1 of 46
JOSE VENTOCILLA, PE CIVIL ENGINEER TEL: 949-910-0942
24636 CRESTA COURT, LAGUNA HILLS, CA 92653
CBR2021-0303
2444 TORREJON PL
LASTRES: 682 SF ATTACHED ADU
Lastres Residence
2444 Torrejon Place
Carlsbad, CA 92009
New ADU
Prepared for:
Mr. & Mrs. Lastres
2444 Torrejon Place
Carlsbad, CA 92009
Tel:160-701-2570
March 10, 2021
#2
2162401102
3/15/2021
CBR2021-0303
Expiration Date 12/31/2021
Electronically Signed on 03/10/2021 at 8:30 am
~✓~
PROJECT JOSE VENTOCILLA, PE CIVIL ENGINEER
24636 CRESTA COURT, LAGUNA HILLS, CA 92653
TEL: 949-910-0942
DESIGN LOADS 2444 Torrejon Pl., Carlsbad, CA
2019 CBC, ASCE 7-16, 2018 NOS, 2018 IBC, and City of Carlsbad Requirements.
ROOF: Asphalt Shingles 5.0 psf
Sheathing (1 /2" plywood) 1.5
Roof Rafters 1.5
Insulation 1.0
Ceiling Joists 1.5
Ceiling Board 2.5
Miscellaneous .1.Q
DEAD LOAD ..................................................... 14
LIVE LOAD ....................................................... 20
FLOOR: (no concrete)
34psf
Dead load finished floor 5.0 psf
Sheathing 1.5
Floor Joists 3.0
Drywall 2.5
DEAD LOAD ... .. . .. . . .. . ........ ...... ... ... ... ... ... ... ..... 12
LIVE LOAD .................................................... 40
52 psf
INTERIOR WALLS: 10 psf
14 psf EXTERIOR WALLS:
CEILING: Drywall 2.5 psf
Joists 2.0
Misce. 0.5
DEAD LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 psf
LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 psf
TIMBER: Parallam 2.0E Fb=2,900 psi ; Fv=290 psi
ICC-ER 1387 E=2,000 ksi; Fc=650 psi
Douglas Fir -Larch No 1 Fb=1,200 psi ; Fc=1 ,000 psi
E=1 ,600 ksi
PAGES
JOB No
DATE
Douglas Fir -Larch No 2 Fb=875 psi ; Fv=95 psi ; E=1,600 ksi
GluLam 24F-V4 OF
Plywood APA rated sheathing 32/16 15/32" sized for spacing
Exposure I NER-QA397 PRP-108
Adhesive MACCO liquid nails
METAL CONNECTORS: Simpson connectors ICC-ER 5708
Lag Screws 2005 NOS table 11 K
Wood Screws 2005 NOS table 11 J
CONCRETE:fc=3,000 psi ; Fy=40,000 psi
STEEL: Fy=36 ksi ; E=29,000 ksi
2 of 46
ASCE.
AMEl!JCAN SOCIETY OF CM ENGINEffiS
Address:
2444 Torrejon Pl
Carlsbad, California
92009
https://asce7hazardtool.online/
3 of 46
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16
Risk Category: 11
Soil Class: D -Default (see
Section 11 .4.3)
Page 1 of 3
Elevation: 182.15 ft (NAVO 88)
Latitude: 33.086295
Longitude: -117.259706
.r -;f , ,-
~ Po,11ay
,-. --i,,;,~•"rKA("
Wed Jan 27 2021
ASCE.
AMERICAN SOCIETY OF CM. ENGINEfRS
Seismic
Site Soil Class:
Results:
D -Default (see Section 11 .4.3)
1.003 S01
0.364 TL :
NIA
8
1.2 PGA: Fa 0.44
N/A PGA M: Fv 0.528
SMs 1.203 FPGA 1.2
SM1 N/A 1. : 1
Sos 0.802 Cv : 1.301
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Wed Jan 27 2021
Date Source: USG$ Seismic Design Maps
https ://asce 7hazardtool. on line/ Page 2of 3
4 of46
Wed Jan 27 2021
ASCE.
AMERICAN SOCIETY OF CM. ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided ·as is' and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third-party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Wed Jan 27 2021
5 of 46
Jose Ventocilla, PE
PE Lie. 47942
Project Title: Lastres Residence 6 of 46
Laguna Hills, CA 92653
0
0
0
Engineer: JV
Project ID:
Project Descr :New ADU
Printed. 27 JAN 2021, 7·40PM
ASCE Seismic Base Shear Software copyright ENERCALC, INC. 1983·2020, Build:12.20.8.24
DESCRIPTIO Seism ic Analysis
Seismic Analysis -------Risk Category _____________ Calculations per ASCE 7-16
Risk Category of Building or Other Structure : "II": All Buildings and other structures except those listed as Category P,CE 7-16, Page 4, Table 1-5•1
Ill, and IV
Seismic Importance Factor 1 ASCE 7-16, Page 5, Table 1.5-2
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping
Ss 1.003 g, 0.2 sec response
S 1 0.3640 g, 1.0 sec response
Conforms to ASCE 7 Section 12.8.1.3: Regular structure with period of 0.5 s or less, SDS limited to max of 0.7'SDS or 1.0 for calculatior
Site Class, Site Coeff. and Design Cate o
Site Classificatio'tO" : Shear Wave Velocity 600 to 1,200 fVsec
Site Coefficients Fa & Fv
(using straight-line interpolation from table val
Maximum Considered Earthquake Accelerat
Design Spectral Acceleration
Seismic Design Category
Resisting System -------
Fa
Fv
SMS =Fa. Ss
SM1 =Fv'Sl
sos= sMs. 2/3
s 0,=SM1 ·213
= D (By Default per 11 .4.3)
1.20
1.96
1.204
0.715
0.802
0.477
D
ASCE 7-16 Table 20.3· 1
ASCE 7-16 Table 11.4-1 & 11.4-2
ASCE 7-16 Eq. 11.4-1
ASCE 7-16 Eq. 11.4·2
ASCE 7-16 Eq. 11.4-3
ASCE7-16Eq. 11.4-4
E 7-16 Table 11.6-1 & -2
ASCE 7-16 Table 12.2-1
Basic Seismic Force Resisting System J3.e.aring Wall Systems
15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
Response Modification Coefficient " I 6.50 Building height Limits :
System Overstrength Factor "Wo" 2.50 Category "A & B" Limit:
Category "C" Limit: Deflection Amplification Factor "Cd' 4.00 Category "D" Limit:
NOTE/ See ASCE 7-16 for all applicable footnc Category "E" Limit: Category "F" Limit:
No Limit
No Limit
Limit= 65
Limit= 65
Limit= 65
Lateral Force Procedure ASCE 7-16 Section 12.8.2 -----
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-1612.8
Determine Building Peri~ Use ASCE 12.8-7
Structure Type for Building Period CalculcAII Other Structural Systems
"Ct" value 0.020 "hn": Height from base to highest leve
"x" value 0.75
"Ta" Approximate fundemental period using Eq. 12.8·7 : Ta= Ct · (hn ~ x)
"TL": Long-period transition period per ASCE 7·16 Maps 22·14 -> 22·17
11.0 ft
0.121 sec
8.000 sec
11 Cs II ResJJonse Coefficient
= 0.121 sec
ASCE 7-16 Section 12.8. 1.1
s05 : Short Period Design Spectral Response
" R " : Response Modification Factor
" I " : Seismic Importance Factor
=
=
0.802
6.50
From Eq. 12.8-2, Preliminary Cs =
From Eq. 12.8·3 & 12.8-4 , Cs need not exceE =
From Eq. 12.8·5 & 12.8·6, Cs not be less than=
User has selected ASCE 12.8.1.3 : Regular structure, Cs: Seismic Response Coefficient =
Less than 5 Stories and with T <<= 0.5 sec, SO Ss <= 1.5 for Cs calcul
0.123
0.607
0.035
0.1234
0Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
Project Title: Lastres Residence
Engineer: JV
Project ID:
Project Descr: New ADU
7 of46
0 Printed: 27 JAN 2021, 7:40PM -----------ASCE Seismic Base Shear So ltw are copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., ·.
DESCRIPTIO Seismic Analysis
Seismic Base Shear
Cs= 0.1234 from 12.8.1.1
Vertical Distribution of Seismic Forces
: hx exponent ase on a =
Table of building Weights by Floor Level ...
Level # Wi : Weight Hi : Height
14.30 9.00
W ( see Sum Wi below ) =
Seismic Base Shear V = Cs • W =
(Wi • Hi"k) Cvx Fx=Cvx • V
128.71 1.0000 1.77
ASCE 7-16 Section 12.8.1
14.30 k
1.77 k
ASCE 7-16 Section 12.8.3
Sum Story Shear Sum Story Moment
1.77 0.00
SumWi = 14.30 k Sum Wi • Hi = 128.71 k-tt Total Base Shear= 1.77 k
Base Moment = 15.9k-ft
Dia hra m Forces : Seismic Design Catego 118 11 to "F"
Level# Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max
14.30 1.77 1.77 14.30 1.77 2.30 4.59
Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above
MIN Req'd Force @ Level . . . 0.20 • Sos • I ' Wpx
MAX Req'd Force @ Level ... 0.40 • SOS • I • Wpx
Fpx : Design Force @ Level . Wpx • SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
ASCE 7-16 12.10. 1.1
Fpx Dsgn. Force
2.30 2.30
PROJECT : Seismic Analysis ADU PAGE: Jose Ventocil/a, PE CLIENT : Lastres Residence -Carlsbad, CA DESIGN BY : JV
JOB NO.: DATE: 1/26/2021 REVIEW BY :
One Story Seismic Analysis Based on 2015 IBC / 2016 CBC & ASCE 7-16
Determine Base Shear (Derived from ASCE 7 Sec. 12.8)
V = MAX{ MIN [ S01 I / (RT) , Sos I / R] , MAX(0.044S051 , 0.01) , 0.5S1 I / R} W
= MAX{MIN(0.71W , 0.12W], 0.04W , 0.00W} ~ ,..
= 0.12 W, (SD) IJ!?r S1 ~ 0.6 g only)
= 0.09 W, (ASD) = 1e26 kips, (5.6 kN)
Where Sos= 0.802 (ASCE 7 Sec 11.4)
So1 = 0.477 (ASCE 7 Sec 11.4)
S1 = 0.364 (ASCE 7 Sec 11.4)
R = 6.5 (ASCE7Tab12.2-1)
I= 1 (2015 1BC Tab1604.5&ASCE7 Tab11.5-1)
C1 = 0.02 (ASCE 7 Tab 12.8-2)
hn = 9.0 ft, (2.14 m)
x = 0. 75 (ASCE 7 Tab 12.8-2)
0.104 sec, (ASCE 7 Sec 12.8.2.1)
Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7, Sec 12.8.3 & 12.8.6)
Level
Roof
Wx
14.3
14.3
k k hx Wxhx Fx ,ASD (12.8-11 )
9.0 129 1.3 (0.09Wx)
129 1.3
( 1 ft = 0.305 m , 1 in = 25.4 mm , 1 kips= 4.448 kN , 1 ft-k = 1.356 kN-m)
axe.allowable, ASD
0.4
8 of 46
Where k = 1 for T <= 0.5 ~e.allowable, ASD = t.a I / (1.4 Cd), (ASCE 7 Sec 12.8.6)
Cd= 4 ,(ASCE7Tab1 2.2-1) k = 0.5 T + 0.75
k = 2
for T @ (0.5 , 2.5)
for T >= 2.5 t.a = 0.02 hsx, (ASCE 7 Tab 12.12-1)
Calculate Diaphragm Forces (ASCE 7, Sec 12.10.1 .1)
Level
Roof
Where
Wx
14.3
14.3
r..w x
14.3
Fx
1.3
1.3
Fmin = 0.2 Sos I W x / 1.5 , ASD
F max= 0.4 Sos I W x / 1.5 , ASD
r..Fx
1.3
Fpx , ASD, (12.10-1)
1 .5 ( 0. 11 Wx )
Jose Ventocil/a, PE PROJECT:
CLIENT:
ADU Wind Analysis
Lastres Residence, Carlsbad, CA
JOB NO.: DATE : 01/26121
Wind Anal sis for Low-rise Buildin , Based on ASCE 7-16
INPUT DATA
Exposure category (B, c or o, ASCE 7-16 26.7.3) C
Importance factor (ASCE 7-16 Table 1.5-2) lw = 1.00 for all Category
Basic wind speed (ASCE 7-16 26.5.1 or 2015 IBC) V = 110 mph, (177.03 kph)
Topographic factor (ASCE 7-16 26.8 & Table 26.8·1) K,. = 1 Flat
Building height to eave he = 9 It, (2.74 m)
Building height to ridge h, = tt ft, (3.35 m)
Building length L 56 ft, (17.07 m)
Building width B 14 ft, (4.27 m)
Effective area of components (or Solar Panel area) A 3 f12, <•• Overhang? (Yes or No)
0.28 m'
DESIGN SUMMARY
PAGE:
DESIGN BY : JV
REVIEW BY:
No
Max horizontal force normal to building length, L, face
Max horizontal force normal to building length, B, face
Max total horizontal torsional load
9.89 kips, (44 kN), SO level (LRFO level), Typ.
2.61 kips, (12 kN)
Max total u ward force
ANALYSIS
Velocity pressure
q. = 0.00256 K, KZI Ko K. v'
67.12 ft-kips, (91 kN-m)
13.70 ki s 61 kN
22.38 psi
where: q0 = velocity pressure at mean roof height, h. (Eq. 26.10-1 page 268)
K, = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26.10-1. pg 268)
Ko= wind directionality factor. (Tab. 26.6-1, for building, page 266)
h = mean roof hei hi __ _,,._ ______________ ~
0.85
0.85
10.00 ft
K.. ground elevation factor. ( 1.0 per Sec. 26.9, page 268) < 60 ft, [Satisfactory]
~---<_M_i_n~L~, B), [Satisfactory]
(ASCE 7-16 26.2.1)
(ASCE 7-16 26.2.2)
Design pressures for MWFRS
p = q0 [(G c., )-(G c.,. )I
where: p = pressure in appropriate zone. (Eq. 28.3-1, page 31 t). Pmin • 16 psi (ASCE 7-16 28.3.4)
G c., -product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.3-1, page 312 & 313)
G c.1 • product of gust effect factor and internal pressure coetticient.(Tab. 26.13-1, Enclosed Building, page 271)
= 0.18 or -0.18
a= width of edge strips, Fig 28.3· 1, page 312, MAX[ MIN(0.18, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 3.00 ft
Net Pressures (psi), Basic Load Cases Net Pressures (Psll, Torsional Load C ases
Roof angle 8 • 15.95 Roof angle 8 • 0.00 Roof an ile 8 = 15.95
Surtace Net Pressure with Net Pressure with GCpt (+GC.,) (-GC.,) GCp, (+GC01) (-GC01)
Surtace Net Pressure with oc., (+GC01) (-GC01)
t 0.49 7.05 15.10 -0.45 -14.10 -6.04 1T 0.49 1.76 3.78
2 -0.69 -19.47 -11.41 -0.69 -19.47 -1 t.41 2T -0.69 -4.87 -2.85
3 -0.45 ·14.11 -6.05 -0.37 -12.31 -4.25 3T -0.45 -3.53 -1.51
4 -0.39 -12.80 ·4.75 -0.45 ·14.10 -6.04 4T -0.39 -3.20 -1.19
5 0.40 4.92 12.98 Roof an ile 8 = 0.00
6 -0.29 -10.52 -2.46
1E 0.75 12.73 20.78 -0.48 -14.77 -6.71
Surface GCp1
Net Pressure with
(+GC01) (·GC01)
2E -1.07 -27.98 -19.92 ·1.07 -27.98 -19.92 5T 0.40 1.23 3.25
3E -0.65 -18.50 -10.45 -0.53 -t5.89 -7.83 6T -0.29 -2.63 -0.62
4E -0.58 -17.08 -9.02 -0.48 -14.77 -6.71
SE 0.61 9.62 17.68
6E -0.43 -13.65 -5.60
occ Cose A (·,c~sverse) I ocd Case 1 ( o-~i·-dina) oac Ccse A (·ra,sve'se) cood Cose B (Longi·uci~o')
;las·c ,ocd Cases
9 of46
10 of 46
Basic Load Case A Transverse Direction) Basic Load Case B (Lon<1itudinal Direction)
Area Prossure tk\ with Area Pressure (kl with Surtace (It') (+GC01) (-GC01) Surface (ft') (+GC0 i) (-GC01)
1 450 3.17 6.60 2 364 -7.09 -4.15
2 364 -7.09 -4.15 3 364 -4.46 -1.55
3 364 -5.13 -2.20 5 83 0.41 1.08
4 450 -5.76 -2.14 6 63 -0.66 -0.21
1E 54 0.69 1.12 2E 44 -1.22 -0.67
2E 44 -1.22 -0.87 3E 44 -0.69 -0.34
3E 44 -0.81 -0.46 SE 57 0.54 1.00
4E 54 -0.92 -0.49 6E 57 -0.77 -0.32
E Horiz. 9.89 9.89 E Horiz. 2.61 2.61
Vert. -13.70 -7.39 Vert. -11.34 -4.83
Min. wind Horiz. 8.96 8.96 Min. wind Horiz. 2.24 2.24
28.4.4 Vert. -12.54 -12.54 28.4.4 Vert. -12.54 -12.54
Torsional Load Case A (Transverse Direction) Torsional Load Case B (LonQitudlnal Direction)
Area Pressure (k\ with Torsion Ut-k\ Area Pressure (kl with Torsion Ht-kl Surtace (ft') (+GC0i) (-GC01) (+GC0,) (-GC01) Surface (It') (+GC01) (-GC01) (+GC01) (-GC0 1)
1 198 1.40 2.99 17 37 2 364 -7.09 -4.15 -3 -2
2 160 -3.12 -1.83 -11 -6 3 364 -4.48 -1.55 2 1
3 160 -2.26 -0.97 8 3 5 13 0.07 0.17 0 0
4 198 -2.54 -0.94 32 12 6 13 -0.1 4 -0.03 0 0
1E 54 0.69 1.12 17 28 2E 44 -1.22 -0.87 9 6
2E 44 -1.22 -0.87 -8 -6 3E 44 -0.69 -0.34 -5 -2
3E 44 -0.81 -0.46 6 3 SE 57 0.54 1.00 3 5
4E 54 -0.92 -0.49 23 12 6E 57 -0.77 -0.32 4 2
1T 252 0.44 0.95 -6 -13 ST 70 0.09 0.23 0 -1
2T 204 -0.99 -0.58 4 2 6T 70 -0.18 -0.04 -1 0
3T 204 -0.72 -0.31 -3 -1 To1al Horiz. Torsional Load, Mr 9.5 9.5
4T 252 -0.81 -0.30 -11 -4
To1al Horiz. Torsional Load, Mr 67 67
Design eressures for comeonents and cladding ----~-'-~ ,, ) ..
p = q"[ (G c0J -(G c0,)] -I
·-n / 0 ,.. -where: p = pressure on component (Eq. 30.3-1, pg 334) "-' . . ) 2 ,.
16.00 psi (ASCE 7-16 30.2.2) -~ ~ ~ Pmin • -~
G C0 • external pressure coefficient ~',• -1 I , ' 6• .I< )a ~· ,, 2 ,, ' see table below. (ASCE 7-16 30.3.2) We s
8= 15.95 0 Roof .,,. Roof 8>7·
Effeclfvo Zone 1 Zone 1· Zone 2 Zone 2e Zone 2n Zone 2r
Area (tt') Ge, -Ge0 Ge0 -Ge0 Ge0 -Ge0 Ge0 -Ge, Ge, -Ge, Ge, -Ge,
Comp. 3 0.66 -2.00 0.66 -2.00 0.66 -3.00 0.66 -3.00
Effective Zone3 Zone 3e Zone 3r Zone 4 Zone 5
Area (ft') Ge. -Ge0 Ge, -Ge, Ge0 -Ge, Ge0 -Ge, Ge, -Ge,
3 0.66 -3.00 0.66 I -3.60 1.00 -1.10 1.00 I -1.40
Zone 1 Zone1' Zone 2 Zone 2e Zone 2n Zone 2r
Comp. & Cladding ,,.,.,.. -.,,,,,. Pos#fw "'-•five Posit,.. I --,,w Pos/f/W -•tiw PwlfM I --,1w _,.. I -..,,....
Pressure 16.77 -48.79 I 16.77 -48.79 18.77 I -71.17 18.77 I -71.17
( psf) Zone3 Zone 3e Zone Jr Zone4 Zones
Positlvt N«l•tlv• Positive NMi•tlv• Po$1tlw ~,tv. Potltlvt ,_.r,.. Po,ltlw N,,gatlllt (The Max Pressure
18.77 -71.17 18.77 -84.60 26.41 -28.65 26.41 -35.36 84.60 psi)
J \I t "// Pf PROJECT : Seismic vs. Wind ADU OSe ven OC/ a, CLIENT : Lastres Residence -Calsbad, CA
PAGE :
DESIGN BY : JV
JOB NO. : DATE : 1/26/2021 REVIEW BY:
One Story Comparison of Seismic and Wind Based on 2015 IBC / 2016 CBC
INPUT DATA & DESIGN SUMMARY
L = 56 ft, (17.07 m), Building Length (perpendicular, not shown)
B = 14 ft, (4.27 m), Building Width (as shown)
H,= 2 ft, (0.61 m) W1 = 14.3 kips, (63.6 kN)
H1= 9 ft, (2.74 m) ( 12.8-12, half perpendicular wall)
Seismic Sos= 0.802 (ASCE 7 Sec 11.4)
S01 = 0.477 (ASCE 7 Sec 11.4)
S1 = 0.364 (ASCE 7 Sec 11.4)
Wind Exposure (B, C or D) C , (ASCE 7-16/1026.7.3)
Wind Speed V = 110 mph, (177.03 kph)
(ASCE 7-16/10 26.5.1)
Base Shear (kips)
Vb
Lateral Force (kips)
F1
Seismic, ASD
Wind, ASD
Determine Seismic Factors
R = 6.5
I = 1
C1= 0.02
hn = 9.0
X= 0.75
Determine Wind Factors
Kzt = 1
Kd = 0.85
1.3
(0.09W)
7.1
(ASCE 7 Tab 12.2-1)
1.3
( 0.09 Wx)
2.9
(2015 IBC Tab 1604.5 & ASCE 7 11 .5)
(ASCE 7 Tab 12.8-2)
ft
(ASCE 7 Tab 12.8-2)
0.104 sec, (ASCE 7 Sec 12.8.2.1)
(ASCE 7-16/10 26.8 & Table 26.8-1)
(ASCE 7-16/10 Tab. 26.6-1, for building)
·~
I --I
Overturning (ft-kips)
Mo
11 .3
107.4
G Cp ;= 0.18 or -0.18 (ASCE 7-16/10 Tab. 26.11-1, Enclosed Building)
Pmin = 16 psf (ASCE 7-16/10 28.4.4)
a = 3.00 fl (ASCE 7-16 Fig 28.3-1)
Kh = 0.85 (ASCE 7-16 26.10-1, pg 268)
qh = 22.38 psf (ASCE 7-16 Eq. 26.10-1 page 268)
11 of 46
r----------------------------------....i...:;~..:,6
PROJECT : Roof Diaphragm ADU PAGE: Jose Ventocil/a, PE CLIENT :
JOB NO.: Lastres Residence -Carlsbad, CA
DATE : #######
DESIGN BY : JV
REVIEW BY :
n Based on NOS 2015
INPUT DATA
LATERAL FORCE ALONG L SIDE: WL,WIND-= 52 plf,ASD
WL, SEISMIC = 41 plf,ASD
LATERAL FORCE ALONG B SIDE: WB,WIND = 207 plf,ASD
Wa. SEISMIC = 164 plf,ASD
33 ft , B = 13 ft
,,__
,T=LJ Z 7 7.7 / T .r-rz
/
/
/
DIMENSIONS: L =
B,= 0 ft, B,= 0 ft
____,. -
PANEL GRADE ( 0 or 1} 1 <= Sheathing and Single-Floor
MINIMUM NOMINAL FRAMING WITH ( 2 or 3) = 2 in
MINIMUM NOMINAL PANEL THICKNESS 1/2 in
COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d )
SPECIFIC GRAVITY OF FRAMING MEMBERS
FRAMING OF Douglas-Fir-Larch OR Southern Pine ?
2 10d
DESIGN SUMMARY
A1:
A2:
A3: (1) · 33.00 ft X 13 ft
0.5
Yes
UNBLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS
@ 6" O.C. ALL EDGES/ 12"O.CFIELD.
THE CHORD FORCES: T, = C, = 0.54 k ,
THE DRAG STRUT FORCES: F, = 0.95 k ,
THE MAXIMUM DIAPHRAGM DEFLECTION:
ANALYSIS
-, , l'<_.:z 7.77 7z.L.=z LJ--2 7,, rz,
. I 1 -I 1 1 1 1 , , l • 1 ,
.xI.:><:,/~1 ,X ~-<
'. :se ·
Ta=C8 = 0.13 k
F2 = 0.00 k
6 = 1.27 in
r
/ /
THE DIAPHRAGM IS CONSIDER FLEXIBLE IF ITS MAXIMUM LATERAL DEFORMATION IS MORE THAN TWO TIMES THE AVERAGE SHEAR
WALL DEFLECTION OF THE ASSOCIATED STORY. WITHOUT FURTHER CALCULATIONS, ASSUME A FLEXIBLE DIAPHRAGM HERE.
FROM THE TABLE 3.1 IN ASD MANUAL SUPP 01, PAGE SP-12, THE PANEL BENDING STRENGTH CAPACITY IS 390 in-lbs/ft, THAT IS THE
DIAPHRAGM CAN RESISTS 65 psf GRAVITY LOADS (DL+LL) AT 2'-0" o.c. SPACING SUPPORTS.
THE MAX DIAPHRAGM DIMENSION RATIO
THE MAX SHEAR FORCE ALONG 8 SIDE
L/ B = 2.5 < 3, [satisfactory]
v, = 66 pit, ( Boundary Spacing = 6 in, Edges ReqD =
THE MAX SHEAR FORCE ALONG L SIDE Ve= 41
THE ALLOWABLE SHEAR FORCE FOR CASE 1 @ 6 in NAIL SPACING
THE MAX ALLOWABLE UNBLOCKED SHEAR FORCE FOR CASE 1
pit, ( Required Boundary/Edges Nail Spacing for Case 3 =
v1 = 290 pit, L1 = 16.5 ft
v1 • 255 pit, L2 • 16.5 ft
THE SHEAR CAPACITIES PER IBC Table 2306.2.1 / SDPWS-15 Table 4.2A with ASD reduction factor 2.0:
Min. Min. Member
6
6
Panel Gracie Common Penetration Thickness
Blocked Nail Spacing Unblocked Wid1h Boundary/ O1hcr Edges
Nail (in) (in) (in) 6/6 I 4/6 I 2.514 I 2/3 Case I l O1hers Sheathing and Single-Floor 10d 1 5/8 15/32 2 290 I 385 I 575 I 655 255 l 190
Note: The indicated shear numbers have reduced by specific gravity fac1or per SDPWS-15 Table 4.2A note 2.
THE CHORD FORCES: 0.54 k 0.13 k
in )
in)
THE DRAG STRUT FORCES: F, = 0.5 (B-2B,) MAX( v,. w1No, !lov1,se1SM1cl =
F2= B2 MAX( v,.w1No, !lc,v,.seiSM1c) =
0.95 k
0.00 k !lo= 2.8
(ASCE 7-05
Table 12.2-1)
THE MAXIMUM DIAPHRAGM DEFLECTION: (IBC 2305.2.2 , I SDPWS-15 4.2.2)
5vLL3 vLL L(Dcx)
I',,= l',,0,,.1;,,~ + /',,51,,0, + /',,N<>il .,n,, + /',,c1.-,n1 spUce slq, = SEAB + 4 Gt + 0. J 88Le,, + 2 B 1.272 in, ASD
Where: VL = 66 pit L = 33 ft E = 1.7E+06
A = 21.75 in~ B = 13 ft G= 9.0E+04
I = 0.298 in,(UBC97 Page3-420) e, = 0.003 in, SD l:(D.x) = 45.00 in,SD
psi
psi,(UBC97 Page3-421)
C.,= 1.0
Note: The deflection, 6, above is based on completely blocked. For unblocked diaphragm, 2.46 should be used.
JOSE VENTOCILLA, PE CIVIL ENGINEER
24636 CRESTA COURT, LAGUNA HILLS, CA 92653
TEL: 949-910-0942
PAGES
JOB No
13 of 46
6 ROJECT JOSE VENTOCILLA, PE CIVIL ENGINEER '4s \ ,) ,., ?~ 24636 CRESTA COURT, LAGUNA HILLS, CA 92653 I -;;
(Jk[\ \~rt .... , ( "'· TEL: 949-910-0942
PAGES
JOB No
14 of 46
DATE\-2.b • 7 ..... -{
15 of 46
Jose Ventocilla, PE PROJECT: Perforated Shearwall Type 13 Line 1 PAGE:
CLIENT: Lastres Residence -Carlsbad, CA DESIGN BY : JV
JOB NO.: DATE: 1/26/2021 REVIEW BY:
Perforated Shear Wall Design Based on 2015 IBC / 2016 CBC I NDS 2015
INPUT DATA ' --------LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): 171 vdia,WINO = 85 plf,for w;nd, ASD ' Vdia, SEISM~ i= 89 plf,for seismic, ASD ··-:-7--i NUMBER OF OPENINGS n . 1
DIMENSIONS: L• 12 ft ~ XT1 r H = 8.75 ft >
h• 7 ft, (the highest opening)
i L ,· HtoL1 ratio ' ' 1 3.5 ft 2.50 ok ..._,.
2 2.66 ft 3.29 ok / l / / I / / / <== 0
<== 0 / /
<== 0 KING STUD SECTION
<== 0 1 pcs, b • 2 in, h • 6 in
SPECIES (1 • DFL, 2 • SP) 1 DOUGLAS FIR·LARCH
GRADE ( 1, 2, 3, 4, 5, or 6 ) 4 No. 2
I: 6.16 ft EDGE STUD SECTION
1 pcs, b • 2 in. h • 6 in
SPECIES ( 1 • DFL, 2 • SP) 1 DOUGLAS FIR·LARCH
PANEL GRADE ( 0 or 1) . 1 <• Shealhing and Single-Floor GRADE ( 1, 2, 3, 4, 5, or 6 ) 4 No. 2
MINIMUM NOMINAL PANEL THICKNESS -3/8 in
COMMON NAIL SIZE ( 0•6d, 1•8d, 2=10d) 1 8d THE SHEAR WALL DESIGN IS ADEQUATE.
SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5
STORY OPTION ( I •ground level, 2•upper level) 1 ground
DESIGN SUMMARY
BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS
@ 2 in O.C. BOUNDARY & ALL EDGES/ 12 in 0.C. FIELD,
518 in DIA. x 10 in LONG ANCHOR BOLTS@ 38 in 0.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS@ 26 in 0.C.)
HOLD-DOWN FORCES: T, • 2.54 k ' T •• 2.54 k (USE HDU2·1/4x2.5 SIMPSON HOLD-DOWN)
MAX STRAP FORCE: Fa 1.02 k (USE SIMPSON CS\8 OVER WALL SHEATHING WITH FLAT BLOCKING)
KING STUD: 1 • 2" x 6" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT.
EDGE STUD: 1 • 2" x 6" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT.
SHEAR WALL DEFLECTION: ,I. -0.37 in
ANALYSIS
CHECK MAX SHEAR WALL DIMENSION RATIO h/w • 3.3 < 3.5 [Satisfactory)
DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, C0
Percen1age ol Full-Height Sheathing -51% , (SDPWS-15 4.3.3.5)
Maximum Opening Height . 0.80 H
c. . 0.597 , (SDPWS-15 Table 4.3.3.5)
DETERMINE REQUIRED CAPACITY (SDPWS-15 4.3.3.5)
vb • Vl (C0 i:L z'J• 290 pl!, ( 1 Side Panel Required, the Max. Nail Spacing a 2 in)
< 870 pl!, (SDPWS-15 4.3.5.3.3) 1sa1lstactory]
THE SHEAR CAPACITIES PER IBC Table 2306.3 / SOPWS-15 Table 4.3A with ASD reduction factor 2.0)
Min. Min. Blocked Nail Spacing
Panel Grade Common Pcnctratior Thickness Boundary & All Edges
Nail (in) (in) 6 4 I 3 2
Sheathing and Single-Floor 8d 1 1/2 3/8 134 I 195 I 249 322
Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a.
DETERMINE MAX SPACING OF 518" DIA (or t/2" DIA) ANCHOR BOLT (NOS 20t5, Tab.1 f E)
518 in DIA. x 10 in LONG ANCHOR BOLTS@ 38 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS@ 26 in O.C.)
THE HOLD-DOWN FORCES:
Velia Wall Seismic Overturning Resisting Salety Net Uplift Holddown
(pll) at mid-story (lbs) Moments (11-lbs) Moments (ft-lbs) Factors (lbs) SIMPSON
SEISMIC 89 168 9345 Lefi 0 0.9 T, • 2539 n,'?
Riehl 0 0.9 T•· 2539 ~b-"'t-
Lefl 0 2/3 T, • 2425 !\; WIND 85 8925 ,)"' Right 0 2/3 T.~ 2425 -<'
(T, & TR values should include upper level UPLIFT forces if applicable)
(conl'd)
CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2)
8vbh3 v.h hd • 6 = 6 1Joidl,11( +t:.sNar+ A NaiJ sl;,,+ 6 c1,n,r1 splirt' J/(p =---+-+0.15he11+--£AL,. Gt Lw
0.365 in, ASD <
3-xo,allowable, ASD • 0.375 in
Where: v, -290 pll, ASD L.. • 6.16 II E • l.7E+06 psi
G • 9.0E+04 psi
[Satlslactory) (ASCE 7-10 12.8.6)
A • 16.50 in" h = 8.75 II c,. 4 1. 1
t • 0.221 in e, • 0.002 in, SD d, • 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1)
CM · 1.0
(NOS 4.1.4) ~= v,I, +0.15/te.
tOOOG. G,
A•• 0.02 hu:
, (ASCE 7-10 Tab 12.12-1)
CHECK KING STUD CAPACITY (SDPWS-15 4.3.6.1.2)
P max • 1.98 kips
Fe• 1350 psi Ca• 1.60 c.. 0.47 A• 8.25 in2
E • 1600 ksi CF• 1.10
CHECK EDGE STUD CAPACITY (SDPWS-15 4.3.6.1.2)
F.'• 1112 psi >
[Sa11sfactory]
Pmax • 2.54 kips, (this value should include uppe, level DOWNWARD loads if applicable)
fc • 240 psi
Fe • 1350 psi C0 • 1.60 Cp • 0.47 A ■ 8.25 in2
E • 1600 ksi CF• 1.10 Fe·• 1112 psi > fc• 308 psi
[Sa11sfactory]
16 of 46
17 of 46
Jose Ventoci/la, PE PROJECT: ADU Shearwall Type 7 Line 4 PAGE :
CLIENT: Lastres Residence -Carlsbad, CA DESIGN BY: JV
JOB NO.: DATE : 1/26/2021 REVIEW BY:
S hear Wall Design Based on 2015 IBC / 2016 CBC / NOS 2015
INPUT DATA I I
LATERAL FORCE ON DIAPHRAGM: Vdia,WIND = 143 pll,lo, Wlfld, ASD
V dia, SEISMIC = 135 pll,lor seismic, ASO I I l I I l I I I I I ' I
GRAVITY LOADS ON THE ROOF: Wol = 28 pll,IO< dead load \
Wll = 40 pl! ,for live load ,---\ --DIMENSIONS: Lw= 7 It, h • 9 It
L • 7 ft , hp= 0 ft
PANEL GRADE ( 0 or 1) . 1 <• Sheathing and Single-Floor
MINIMUM NOMINAL PANEL THICKNESS . 318 in
COMMON NAIL SIZE ( o.6d, 1•8d, 2•10d) 1 8d
SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 ---... ----\
EDGE STUD SECTION 1 pcs, b • 2 int h • 6 In
SPECIES (1 • OFL, 2 • SP) 1 DOUGLAS FIR-LARCH I I GRADE ( 1, 2, 3, 4, 5, Of 6 ) 4 No.2
STORY OPTION ( 1 •ground level, 2•upper level) 1 ground level shear wall
Tl --I I ----· -. ---·--·
DESIGN SUMMARY
BLOCKED 318 SHEATHING WITH 8d COMMON NAILS
@ 6 in 0.C. BOUNDARY & ALL EDGES/ 12 in O.C. FIELD,
518 in DIA. x 10 in LONG ANCHOR BOLTS@ 48 In 0.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS@ 48 in O.C.)
HOLD-DOWN FORCES: T, = 1.05 k ' T• = 1.05 k (USE HOU2-l/4x2.5 SIMPSON HOLD-DOWN)
DRAG STRUT FORCES: F= 0.00 k
EDGE STUD: 1 -2" x 6" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT.
SHEAR WALL DEFLECTION: <I = 0.25 in
ANALYSIS
CHECK MAX SHEAR WALL DIMENSION RATIO LIB• 1.3 < 3.5 (Satisfactory)
DETERMINE REQUIRED CAPACITY Vb= 143 pll, ( 1 Side Diaphragm Required, 1he Max. Nall Spacing • 6 in)
THE SHEAR CAPACITIES PER IBC Table 2306.3 / SOPWS-15 Table 4.3A w,th ASO reduction fac10, 2.0)
Min. Min. Blocked Nail Spacing
Panel Grade Common PcnctrJ1ion Thicknes,~ Boundary & All Edges
Nail (in) (in) 6 I 4 I 3 I 2
Sheathino and Single-Floo< 8d 1 1/2 318 220 I 320 I 410 I 530
Note: 1. The indicated shear numbers have reduced by specific gravily factor per IBC note a.
2. Since the wall is blocked, SOPW-15 Table 4.3.3.2 does not apply.
DETERMINE DRAG STRUT FORCE: F = (L-l,.,) MAX( Vd;.,w1NO• f2ovdia,SEISM1cl = 0.00 k < no = 2.5 ) (Sec. 1633.2.6)
DETERMINE MAX SPACING OF 5/8" DIA (or 112" DIA) ANCHOR BOLT (NOS 2015, Tab.11E)
5/8 In DIA. x 10 In LONG ANCHOR BOLTS@48 In 0.C. (o, 1I2 In DIA. x 10 in LONG ANCHOR BOLTS@ 48 In O.C.)
THE HOLD-DOWN FORCES:
vdia Wall Seismic Overturning Resisling Safety Net Uplilt Holddown
(pll) at mid-story (lbsl Moments (II-lbs) Moments (II-lbs) Factors (lbs) SIMPSON
Len 2450 0.9 T, = 965
SEISMIC 135 101 8959 ~'? Right 2450 0.9 T• = 965 .. ~
Len 2450 213 T, = 1054 X ~..:, WINO 143 9009 ~
Right 2450 213 To= 1054
(T, & T0 values should include upper level UPLIFT forces if applicable)
CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2)
8v.h 3 v,,11 hd n .6 = fl.,,,,,tling + Lis ..... a,+ 6.Nr,il .rlip + tlc1,o,u ,fplitv ,dip =---+-+0.75he,, +--= 0.250 in, ASO < EALw Gt Lw
g,•·•--.ASD= 0.617 in
Where: Yb= 143 pit, ASO Lw = 7 ft E · 1.7E+06 psi (Satisfactory] (ASCE 7-10 12.8.6)
A • 16.50 . 2 ,n h • 9 II G • 9.0E+04 psi Cd= 2.5 I = 1
t• 0.221 in 8n = 0.009 in, SD da = 0.15 in,SD ,(ASCE 7-10 Tab 12.2-t & Tab 11.5-1)
_d:_= vJ• +0.15he, CM= 1.0 t.,= 0.02 h.,
I 000G, Gt (NOS 4.1.4) , (ASCE 7-10 Tab 12.12-1)
CHECK EDGE STUD CAPACITY
PmH= 1.09 kips, (this value should include upper level DOWNWARD loads ii applicable)
Fe= 1350 psi Co= 1.60 Cp= 0.45 A• 8.25 . 2 ,n
E -1600 ksl CF= 1.10 Fe= 1064 psi > ,, = 132 psi
(Satisfactory)
18 of 46
Jose Ventocil/a, PE PROJECT : Perforated Shearwall Type 9 Line 6 PAGE:
CLIENT : Lastres Residence -Carlsbad, CA DESIGN BY: JV JOB NO.: DATE: 1/2612021 REVIEW BY:
Perforated Shear Wall Desian Based on 2015 IBC / 201 6 CBC/ NOS 2015
INPUT DATA ' --------LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): I tt-~--Vdia,WINO = 85 plf,for wind, ASD -v~--\ ' Vdia,SEISMIC = 58 pll,lor seismic, ASD
NUMBER OF OPENINGS n• 1
DIMENSIONS: L ■ 13.5 ft 1\ti-L-H■ 8.75 II
h ■ 7 ft, (the hiahest opening)
i L , HtoL ,-ratio
' A ' 1 4.5 It 1.94 ok
2 2.75 It 3.18 ok
<== 0
/ / / / / /
<== 0 / /
<== 0 KING STUD SECTION
<== 0 1 pcs. b = 2 in, h = 6 in
SPECIES (1 • DFL, 2 = SP) 1 DOUGLAS FIR-LARCH
GRADE ( 1, 2. 3. 4, 5, or 6 ) 4 Na. 2
r 7.25 ft EDGE STUD SECTION
1 pcs, b • 2 in I h • 6 in
SPECIES (1 • DFL, 2 = SP) 1 DOUGLAS FIR-LARCH
PANEL GRADE ( 0 or 1) . 1 <• Sheathing and Single-Floor GRADE ( 1. 2, 3, 4, 5, or 6 ) 4 No. 2
MINIMUM NOMINAL PANEL THICKNESS = 318 in
COMMON NAIL SIZE ( 0=6d, 1•8d, 2•10d) 1 8d THE SHEAR WALL DESIGN IS ADEQUATE.
SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5
STORY OPTION ( 1,ground level, 2•upper level) I ground
DESIGN SUMMARY
BLOCKED 318 SHEATHING WITH 8d COMMON NAILS
@ 4 in O.C. BOUNDARY & ALL EDGES/ t 2 in O.C. FIELD,
5/8 in DIA. x 10 in LONG ANCHOR BOLTS@ 42 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS@ 28 in O.C.)
HOLD-DOWN FORCES: T, • 2.27 k • Ta• 2.27 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN)
MAX STRAP FORCE: F . 1.17 k (USE SIMPSON CS18 OVER WALL SHEATHING WITH FLAT BLOCKING)
KING STUD: 1 • 2" x 6" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT.
EDGE STUD: 1 • 2'" x 6"" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT.
SHEAR WALL DEFLECTION: <I.. 0.32 in
ANALYSIS
CHECK MAX SHEAR WALL DIMENSION RATIO h/w • 3.2 < 3.5 [Satisfactory]
DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR. C0
Percentage of Full-Height Sheathing . 54% , (SDPWS-15 4.3.3.5)
Maximum Opening Height = 0.80 H
c. . 0.611 • (SDPWS-15 Table 4.3.3.5)
DETERMINE REQUIRED CAPACITY (SDPWS-15 4.3.3.5)
Vo• Vl{C0 EL i )• 259 pll, ( 1 Side Panel Required, the Max. Nail Spacing • 4 in)
< 870 pit, (SDPWS-15 4.3.5.3.3) [Satlstactory]
THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3Awith ASD reduction factor 2.0)
Min. Min. Blocked Nail Spacing
Panel Grade Common Pcnctratior Thickness Boundary & All tdges
Nail (in) (in) 6 I 4 I 3 I 2
Sheathino and Single-Floor 8d 1 1/2 318 220 320 I 410 I 530
Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a.
DETERMINE MAX SPACING OF 5/8" DIA (or 112" DIA) ANCHOR BOLT (NDS 2015, Tab.11 E)
5/8 in DIA. x 10 in LONG ANCHOR BOLTS@ 42 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 28 in O.C.)
THE HOLD-DOWN FORCES:
Vc11 Wall Seismic Overtuming Resisting Safety Net Uplift HOlddo'M'l
(pll) at mid-story (lbs) Moments (It-lbs) Moments (ft-lbs) Faclors (lbs) SIMPSON
SEISMIC 58 189 6851 Left 0 0.9 T, = 1547 ri,'?
RiJ!ht 0 0.9 T •• 1547 ·l' ' Lcfl 0 2/3 T, • 2268 n; WIND 85 10041 !O"" Righi 0 2/3 T• -2268 x'
(T, & T • values should include upper level UPLIFT forces if applicable)
(cont'd)
CHECK MAXIMUM SHEAR WALL DEFLECTION: ( /BC Section 2305.3 / SDPWS-15 4.3.2)
8v,,h3 v.h hd 0 11 = 11&,Kli11g + 11sNo,+ LlN,,;1 slip+ ll.c1,o,r1 .fp/irr slif> = ---+-+0.75he,, +--EAL., Gt L,.,
0.322 in, ASD <
&xe,allowablc, ASO .. 0.375 in
Where: v, -259 plf, ASD L,. -7.25 It E = 1.7E+06 psi
A • 16.50 in.! h = 8.75 It G= 9.0E+04 psi
[Satisfactory] (ASCE 7-10 12.8.6)
C, = 4 I• 1 ,_ 0.221 in e, • 0.003 in, SD d, • 0.15 in, SD ,(ASCE 7-10 Tab 12.2·1 & Tab 11.5-1)
_.d!..._= v,/1 +0.15'1e,, CM= t.O
IOOOG.. G1 (NDS 4.1.4)
Aa • 0.02 hi.I(
, (ASCE 7-10 Tab 12.12-1)
CHECK KING STUD CAPACITY (SDPWS-15 4.3.6.1.2)
Pmax • 2.17 kips
F, • 1350 psi Cp • 0.47 A =-8.25 in2
E= 1600 ksi f,'. 1112 psi > le z 263 psi
(Satisfactory]
CHECK EDGE STUD CAPACITY (SDPWS-15 4.3.6. t.2)
Pmax •
F, •
E-
2.27
1350
1600
kips, (this value should include uppe, level DOWNWARD loads if applicable)
psi C0 • 1.60 Cp. 0.47 A• 8.25 in2
ksi c,= 1.10 F,'-1112 psi > le• 275 psi
[Satisfactory)
19 of 46
20 of 46
Jose Ventocil/a, PE PROJECT: ADU Shearwall Type 7 Line A PAGE:
CLIENT: Lastres Residence • Carlsbad, CA DESIGN BY: JV
JOB NO.: DATE : 1/26/2021 REVIEW BY :
Shear Wall Design Based on 2015 IBC / 2016 CBC/ NOS 2015
INPUT DATA I I
LATERAL FORCE ON DIAPHRAGM: vdia, WINO= 143 plf,for wind, ASD
"
V dia, SEISMIC = 98 pll,lor seismic, ASO I L J_ l I J l l J__J_ I .l I
GRAVITY LOADS ON THE ROOF: Wol: 98 pll,lor dead load '
280
. ------' WLL= pl! ,for live load --DIMENSIONS: L,. = 10 ft, h • 9 It
L . 10 ft , hp= 0 ft
PANEL GRADE ( 0 or 1) . 1 <• Sheathing and Single-Floor
MINIMUM NOMINAL PANEL THICKNESS -318 in
COMMON NAIL SIZE ( 0•6d, 1•8d, 2•10d) 1 8d
SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 . --------. ~--' EDGE STUD SECTION 1 pcs, b • 2 in, h • 6 In I
SPECIES (1 • DFL, 2 • SP) 1 DOUGLAS FIR-LARCH ' ' GRADE ( 1, 2, 3, 4, 5, or 6 ) 4 No. 2
STORY OPTION ( 1.ground level, 2aupper level) 1 ground level shear wall '.', TL _____ I I ... ---------•-·--·-. ------. ----
DESIGN SUMMARY
BLOCKED 318 SHEATHING WITH 8d COMMON NAILS
@ 6 in O.C. BOUNDARY & ALL EDGES/ 12 in 0.C. FIELD,
5/8 in DIA. x 10 in LONG ANCHOR BOLTS@ 48 in 0.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS@ 48 in 0.C.)
HOLD-DOWN FORCES: T, = 0.72 k ' T• = 0.72 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN)
DRAG STRUT FORCES: F= 0.00 k
EDGE STUD: 1 -2" x 6" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT.
SHEAR WALL DEFLECTION: 6 = 0.21 in
ANALYSIS
CHECK MAX SHEAR WALL DIMENSION RATIO LIB • 0.9 < 3.5 [Satisfactory]
DETERMINE REQUIRED CAPACITY vb = 143 pll, ( 1 Side Diaphragm Required, the Max. Nail Spacing • 6 in)
THE SHEAR CAPACITIES PEA IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduclion factor 2.0)
Min. Min. Blocked Nail Spacing
Panel Grade Common Pcnclration Thickness Boundary & All Edges
Nail (in) (in) 6 I 4 I 3 2
Sheathing and Single-Floor 8d 1 1/2 318 220 I 320 I 410 530
Note: 1. The indicated shear numbers have reduced by specific gravity factor per IBC note a.
2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply.
DETERMINE DRAG STRUT FORCE: F = (L·lw) MAX( Vo;,, WINO• l1oVdia, SEISMIC) = 0.00 k ( no = 2.5 ) (Sec. 1633.2.6)
DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.1 tE)
5/8 in DIA. x 10 In LONG ANCHOR BOLTS@ 48 in O.C. (or 1/2 in DIA. x IO in LONG ANCHOR BOLTS@ 48 in O.C.)
THE HOLQ-DOWN FORCES:
vdia Wall Seismic Overturning Resisting Salely Net Uplift Holddown
(plf) at mid-story (lbs) Moments (It-lbs) Moments (It-lbs) Factors (lbs) SIMPSON
Len 8500 0.9 T, = 182
SEISMIC 98 144 9468 r.,"' Righ1 8500 0.9 T• = 182 ~t;,.+
Lcfl 8500 2/3 T, = 720 a; 9v WIND 143 12870 x'
Right 8500 213 T• = 720
(T, & T• values should include upper level UPLIFT forces if applicable)
CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2)
8v.h3 v,,h hd a fl= tl&,di,,g +tls1wnr+ 6Nail slip+ fl.c1tnnl Jp/iu .d;,, =---+--+0.75he,,+--= 0.208 in, ASD < EAL.. Gr L..
&xe,anowable, ASO = 0.617 in
Where: Vb = 143 plf, ASD L,. = 10 ft E-1.7E+06 psi [Satisfactory) (ASCE 7-10 12.8.6)
A • 16.50 • 2 ,n h • 9 It G• 9.0E+04 psi Cd= 2.5 I= 1
t• 0.221 in en= 0.009 in, SO da = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1)
_d:_= v,I, +0.15he, CM= 1.0 t., = 0.02 h,,
IOOOG, Gt (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1)
CHECK EDGE STUD CAPACITY
Pma•:; 1.42 kips, (this value should include upper level DOWNWARD loads ii applicable)
F, = 1350 psi Co= 1.60 Cp= 0.45 A • 8.25 . l ,n
E• 1600 ksi c, = 1.10 F = C 1064 psi > le= 173 psi
[Satisfactory]
21 of 46
Jose Ventocilla, PE PROJECT: ADU Shearwall Type 7 Line 2 PAGE :
CLIENT : Lastres Residence -Carlsbad, CA DESIGN BY: JV
JOB NO.: DATE : 1/2612021 REVIEW BY:
Shear Wall Design Based on 2015 IBC / 2016 CBC / NDS 2015
INPUT DATA / /
LATERAL FORCE ON DIAPHRAGM: vdia, WIND= 143 pl! ,for wind, ASD
vdia, SEISMIC = 147 plf,lor seismic, ASD r I I l I I I J I ' ' ' J J
GRAVITY LOADS ON THE ROOF: Wot = 310 plf ,lor dead load '
Wtt= 280 pll,lor live load -----------' -DIMENSIONS: Lw = 9.5 11 , h • 9 ,,
L • 9.5 11 , hp= 0 ,,
PANEL GRADE ( 0 or 1) . 1 <• Sheathing and Single-Floor
MINIMUM NOMINAL PANEL THICKNESS . 3/B in
COMMON NAIL SIZE ( 0•6d, 1 •Bd, 2• I 0d ) 1 Bd
SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 ------------,.,_ ... ' EDGE STUD SECTION 1 pcs, b • 2 in, h • 6 in
SPECIES (1 • DFL, 2 • SP) 1 DOUGLAS FIR-LARCH ' ' GRADE ( 1, 2, 3, 4, 5, or 6 ) 4 No. 2
STORY OPTION ( 1-ground level, 2-upper level) 1 ground level shear wall
Tl __ -/ / -··· ... ·-----. ---.. -. ·---· --DESIGN SUMMARY
BLOCKED 3/8 SHEATHING WITH 8d COMMON NAILS
@ 6 in O.C. BOUNDARY & ALL EDGES/ 12 in O.C. FIELD,
5/8 in DIA. x 10 in LONG ANCHOR BOLTS@ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS@ 4B in O.C.)
HOLD-DOWN FORCES: Tl= 0.08 k ' TR = 0.08 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN)
DRAG STRUT FORCES: F= o.oo k
EDGE STUD: 1 • 2" x 6" DOUGLAS FIR-LARCH No. 2, CONTINUOUS FULL HEIGHT.
SHEAR WALL DEFLECTION: "= 0.22 in
ANALYSIS
CHECK MAX SHEAR WALL DIMENSION RATIO LIB = 0.9 < 3.5 1sat1sfac1ory]
DETERMINE REQUIRED CAPACITY Vb= 147 pit, ( 1 Side Diaphragm Required, lhe Max. Nail Spacing • 6 in)
THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduc1ion fac1or 2.0)
Min. Min. Blocked Nail Spacing
Panel Grade Common Pcnctrntion Thickncs..~ Boundary & All Edges
Nail (in) (in) 6 I 4 I ) I 2
Shealhing and Single-Floor Bd 1 112 3/8 220 I 320 I 410 I 530
Nole: 1. The indicated shear numbers have reduced by specific gravi1y factor per IBC note a.
2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply.
DETERMINE DRAG STRUT FORCE: F = (L-'-w) MAX( vdi,, WINO, novdio, SEISMIC) = 0.00 k (no = 2.5 ) (Sec. 1633.2.6)
DETERMINE MAX SPACING OF 518" DIA (or 1/2" DIA) ANCHOR BOLT (NOS 2015, Tab.11 E)
518 in DIA. x 10 in LONG ANCHOR BOLTS@ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS@ 48 in O.C.)
THE HOLD-DOWN FORCES:
vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown
(pit) at mid-story (lbs) Moments (ft-lbs) Moments (ft-lbs) Factors (lbs) SIMPSON
Left 17238 0.9 Tl= 0 SEISMIC 147 137 13184 fl,"? Righi 17238 0.9 T• = 0 ~b,.+
Left 17238 2/3 Tl= 77 a: 0'° WIND 143 12227 x' Righi 17238 2/3 T• = n
(T, & T. values should include upper level UPLIFT forces if applicable)
CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Sec1;on 2305.3 / SDPWS-15 4.3.2)
d = tl.&~ing + ~Slwar+ tl.Nt1il Jlip + tl.c1,orn J/Jlitv Bv.h3 v,J, O?Sf hdo dip =---+--+ · len+--= 0.217 in,ASD < . EALw Gr L.,
6xe.aHowable, ASO = 0.617 in
Where: vb= 147 pit, ASD L,. = 10 ft E• 1.7E+06 psi [Sat1sfac1ory] (ASCE 7-10 12.8.6)
A. 16.50 . 2 In h • 9 ft G• 9.0E+04 psi Cd= 2.5 I = 1
1-0.221 in en= 0.009 in, SD da = 0.15 in.SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5·1)
__!!/;__= v,/• +0.15he, CM= 1.0 t., = 0.02 h.,
IOOOG, Gr (NOS 4.1.4) . (ASCE 7-10 Tab 12.12-1)
CHECK EDGE STUD CAPACITY
Pmax = 2.13 kips, (lhis value should include upper level DOWNWARD loads if applicable)
F, = 1350 psi Co= 1.60 c, = 0.45 A • 8.25 . 2 In
E • 1600 ksi c, = 1.10 Fe = 1064 psi > t, = 259 psi
!Satisfactory]
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
Project Title: Lastres Residence
Engineer: JV
Project ID:
Project Descr:New ADU
22 of 46
0
0 Printed: 4 MAR 2021, 5:10PM
Wood Beam Software copyright ENERCALC, INC. 1983·2020, Build:12.20.8.24 .....
DESCRIPTIO (N) ADU Roof Rafter 2x10 DFL N2 @ 16" oc.
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Pro erties
Analysis MethoQ\llowable Stress Design
Load CombinatiA.SCE 7-16
Fb +
Fb -
900.0psi
900.0psi
E : Modulus of Elasti
Ebend-xx 1,600.0ksi
Fe -Prll
Fe -Perp
Fv
1,350.0 psi
625.0psi
180.0psi
575.0psi
Eminbend -x 580.0ksi
Wood Species Douglas Fir-Larch
Wood Grade No.2 Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
f
0(0 01862~ Lr(0.0266)
f 2x10
Span = 14.0 ft
Density 31.210pcf
1
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0140, Lr= 0.020 ksf, Tributary Width = 1.330 ft, (roof)
DES./Gf'!_$L!.MMARY _
Maximum Bending Stress Ratio = 0.536: 1 Maximum Shear Stress Ratio
Section used for this span 2x1 o Section used for this span
fb: Actual = 662.85psi fv: Actual =
Fb: Allowable = 1,237.50psi Fv: Allowable =
Load Combination Load Combination
Location of maximum on span =
Span # where maximum occurs
+D+Lr
7.000ft
Span If 1
Location of maximum on span
Span# where maximum occurs =
Maximum Deflection Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.146 in Ratio =
0.000 in Ratio =
0.265 in Ratio=
0.000 in Ratio =
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span# M V Cd CFN Ci Cr Cm
D Only
Length = 14.0 ft 0.334 0.090 0.90 1.100 1.00 1.00 1.00
+D+Lr 1.100 1.00 1.00 1.00
Length = 14.0 ft 0.536 0.144 1.25 1.100 1.00 1.00 1.00
+D+0.750Lr 1.100 1.00 1.00 1.00
Length = 14.0 ft 0.462 0.125 1.25 1.100 1.00 1.00 1.00
+0.60D 1.100 1.00 1.00 1.00
Length = 14.0 ft 0.1 13 0.030 1.60 1.100 1.00 1.00 1.00
+1.112D 1.100 1.00 1.00 1.00
Length = 14.0 ft 0.209 0.056 1.60 1.100 1.00 1.00 1.00
+1.0840 1.100 1.00 1.00 1.00
Length = 14.0 ft 0.203 0.055 1.60 1.100 1.00 1.00 1.00
+0.4877D 1.100 1.00 1.00 1.00
1149>=360
0<360
634>=180
0<180
Ct CL
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
Moment Values
M lb F'b
0.00
0.53 297.25 891.00
0.00
1.18 662.85 1237.50
0.00
1.02 571.45 1237.50
0.00
0.32 178.35 1584.00
0.00
0.59 330.63 1584.00
0.00
0.57 322.28 1584.00
0.00
Design OK
0.144: 1
2x10
32.50 psi
225.00 psi
+D+Lr
13.234 ft
Span If 1
Shear Values
V Iv F'v
0.00 0.00 0.00
0.13 14.57 162.00
0.00 0.00 0.00
0.30 32.50 225.00
0.00 0.00 0.00
0.26 28.02 225.00
0.00 0.00 0.00
0.08 8.74 288.00
0.00 0.00 0.00
0.15 16.21 288.00
0.00 0.00 0.00
0.15 15.80 288.00
0.00 0.00 0.00
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
Wood Beam ,., ..
Project Title: Lastres Residence
Engineer: JV
Project ID:
Project Descr:New ADU
23 of 46
Printed: 4 MAR 2021, 5:10PM
DESCRIPTIO (N) ADU Roof Rafter 2x10 DFL N2 @ 16" oc.
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b V fv F'v
Length = 14.0 ft 1 0.092 0.025 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.26 144.98 1584.00 0.07 7.11 288.00
Overall Maximum Deflections
Load Combination
+D+Lr
Span
1
Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+Lr
+D+0.750Lr
+0.600
Lr Only
o.2649 7_05·~1------0.0000 0.000
Support notation : Far left is#· Values in KIPS ---------------
Support 1 Support 2
0.338 0.338
0.186 0.186
0.151 0.151
0.338 0.338
0.291 0.291
0.091 0.091
0.186 0.186
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011 963 License To: Default User, KW-06011963
Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
Project Name/Number : 24 of 46
Title ADU !Nall Foundation Page: 1
Date: 3 MAR 2021 Dsgnr:
Description ....
Cantilevered Retaining Wall
3.50 ft
0.50 ft
0.00
0.00 in
0.0ft
IBC 2018,ACI
1.200
1.600
1.600
1.000
1.000
Code: IBC 2018,ACI 318-14,TMS 402-16
Soil Data and Lateral Earth Pressure
Allow Soil Bearing
Equivalent Fluid Pressure Method
Active Heel Pressure
Passive Pressure
Surcharge Loads
Surcharge Over Heel
Used To Resist Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Lateral Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem
Wind on Exposed Stem
(Service Level)
Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
1,500.0 psi
35.0 psf/ft
250.0 psi/ft
0.0 psi
56.0 lbs
0.0 lbs
0.0 #/ft
0.00 ft
0.00ft
Wind(W)
(::;erv1ce Level)
o.o psi
0.0 lbs
0.00ft
0.00 in
0.00 ft
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
Surcharge Over Toe
Used for Sliding & Overturning
Axial Load Eccentricity
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
110.00 pct
0.00 pct
0.400
12.00 in
0.0 psi
Line Load
0.0 in
0.0 ft
0.300
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011963 License To: Default User KW-06011963
Earth Pressure Seismic Load
Method : Uniform
Multiplier Used
(Multiplier used on soil density)
Project Name/Number :
Title ADU 'Nall Foundation
25 of 46
Page : 2
Dsgnr:
Description ....
Cantilevered Retaining Wall
0.200 Uniform Seismic Force
Total Seismic Force
Date: 3 MAR 2021
Code: IBC 2018,ACI 318-14,TMS 402-16
0.950
4.513
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Project Name/Number :
Title ADU ~all Foundation
Dsgnr:
Description ....
26 of 46
Page : 3
Date: 3 MAR 2021
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011963 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To: Default User, KW-06011963
Wall Design Summary
Stability Ratios
Overturning
Slab Resists All Sliding !
Soil Bearing
Total Bearing Load
... resultant ecc.
Soil Pressure @ Toe
Soil Pressure @ Heel
Allowable
Soil Pressure Less Than Allowable
ACI Factored @ Toe
ACI Factored @ Heel
Footing Shear@ Toe
Footing Shear @ Heel
Allowable
Overturning
Resisting Moments
1.76 OK
8741bs
5.39 in
1,057 psi OK
0 psi OK
1,500 psi
1,480 psi
O psi
5.9 psi OK
0.0 psi OK
100.6 psi
Resisting Moments Force Distance
Soil Over Heel (above water table, if any)
Soil Over Heel (below water table, if any)
Water Table
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
Footing Weight
Key Weight
Vert. Component
0.0 lbs
0.0
0.0
0.0
0.0
0.0
0.0
56.0
0.0
0.0
0.0
323.5
119.2
375.0
0.0
0.0
Total Vertical Loads 873.7 lbs
Resisting Moment
Eccentricity
2.00
1.50
1.35
1.83
1.00
0.50
ft
Moment
ft-#
84.0
436.5
218.5
375.0
1 114.0 ft-#
-5.4 in
• Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations.
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Project Name/Number :
Title ADU 'Nall Foundation
Dsgnr:
Description ....
27 of 46
Page: 4
Date: 3 MAR 2021
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011963 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : Default User, KW-06011963
Overturning
Overturning Moments
Overturning Moments Force Distance Moment
Heel Active Pressure (above water table, if any) 394.8 lbs 1.58 ft 625.2 ft-#
Heel Active Pressure (below water table, if any) 0.0
Hydrostatic Force 0.0
Buoyant Force 0.0
Surcharge over Heel 0.0
Adjacent Footing 0.0
Surcharge Over Toe 0.0
Load @ Stem Above Soil 0.0
Added Lateral Load 0.0
Seismic Load 3.2 2.38 7.5
Seismic-Self-weight 0.0
Totals= 398.0 lbs
Overturning Moment 632.7 ft-#
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011963
License To: Default User KW-06011963
Stem Design Summary
Design Height Above Ftg
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
lb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Leve
Moment. .... Allowable
Shear ..... Actual
Service Level
Strength Leve
Shear. .... Allowable
Anet
Rebar Depth 'd'
Masonry Data
I'm
Fs
Solid Grouting
Modular Ratio 'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
f'c
Fy
ft
lbs
lbs
It·#
It·#
ft•#
psi
psi
psi
in2
in
psi
psi
psi
in
psi
psi
Project Name/Number : 28 of 46
Title ADU 'Nall Foundation
Dsgnr:
Page : 5
Date: 3 MAR 2021
Description ....
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
2nd Bottom
Stern OK Stern OK
0.25 0.00
Masonry Masonry
ASD ASD LRFD
8.00 12.00
# 5 # 5
32.00 16.00
Edge Edge
0.148 0.074
187.9 217.7
205.3 255.9
1,494.8 3,820.4
2.1 1.6
44.7 44.4
91.50 139.50
5.25 9.00
1,500 1,500
32,000 24,000
Yes Yes
21.48 21.48
78.0 124.0
1.000 1.000
7.60 11.60
Medium Weight
ASD
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Project Name/Number :
Title ADU Wall Foundation
Dsgnr:
Description ....
29 of 46
Page : 6
Date: 3 MAR 2021
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011963 Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
License To : Default User KW-06011963
Footing Data
Toe Width
Heel Width
1.00 ft f'c
1.00 Fy
Total Footing Width 2.00 ft Footing Concrete Density
Footing Thickness
Key Width
15.00 in Min. As %
12.00 in Rebar Cover
Key Depth 0.00 in
Key Distance from Toe 0.00 ft
Footing Design Results
Toe Heel
Factored Pressure 1,480 0 psi
Mu': Upward 7,090 0 ft-#
Mu' : Downward 2,025 0 ft-#
Mu: Design 422 0 ft-#
Actual 1-Way Shear 5.85 0.00 psi
Allow 1-Way Shear 100.62 53.67 psi
Toe Reinforcing # 6 @ 16.29 in
Heel Reinforcing None Spec'd
Key Reinforcing None Spec'd
Other Acceptable Sizes & Spacings
Toe: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37
Heel: phiMn = phi'5'1ambda'sqrt(fc)'Sm
Key: No key defined
Min footing T&S reinf Area 0.65 in2
M in footing T&S reinf Area per fa 0.32 in2 tit
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 14.81 in #4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
#5@ 22.96 in
#6@ 32.59 in
Footing Torsion, Tu 0.00 ft-lbs
0.00 ft-lbs Footing Allow. Torsion, phi Tu
Tilt
If torsion exceeds allowable, provide supplemental design for footing torsion.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.059 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil.
@Top
@ Bottom
4,500 psi
60,000 psi
150.00 pct
0.0018
2.00 in
3.00 in
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011963 License To : Default User KW-06011963
s~w/#5@3?
so:lid Grout
1Z-wl#5@16"
SO-lid Grout·
#6@J6.29in
@Toe
Project Name/Number :
Title ADU Wall Foundation
Dsgnr: ·
Description ....
30 of 46
Page : 7
Date: 3 MAR 2021
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
. 4'-0"
,3'-6"
Restrain ·
Arkin-Horowitz Residence
Newport Beach, CA
This Wall in File:
Enercalc EARTH (c) 1987-2019, Build 11.20.03.31
License : KW-06011963 License To : Default User KW-06011963
DL=56 ,LL=O#, Ecc=O"
,Restraint
Project Name/Number :
Title ADU Wall Foundation
Dsgnr: ·
31 of 46
Page : 8
Date: 3 MAR 2021
Description ....
Cantilevered Retaining Wall Code: IBC 2018,ACI 318-14,TMS 402-16
3fl5#. ·3#
■ Hydrgstc!tiC Force
■ Laterai. earth pres§tir~ clu~ to:the soil ~EL ow· w.ater ~.able
■ Seismic lateral earth pressure
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
Project Title: Lastres Residence
Engineer: JV
Project ID:
Project Descr: New ADU
32 of 46
0
0 Printed: 4 MAR 2021, 6:18PM
[ Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO ADU Wall on Elastic Foundation Line A
CODE REFERENCES
15"x24" w/3#6 Top & Bottom w/#3 Ties@ 12" oc.
Calculations per ACI 318-14, IBC 2018, CBC 2019 , ASCE 7-16
Load Combinations Used : ASCE 7-16
Material Properties
f'c
tr= t·b12 7.50
'I' Density
A Lt Wt Factor =
Elastic Modulus =
3.0 ksi
410.792 psi
145.0 pct
1.0
3,122.0 ksi
<b Phi Values Flexure : 0.90
Shear : 0.750
0.850
Soil Subgrade Modulus
Load CombinaMSCE 7-16
= 100.0 psi/ (inch deflection)
fy • Main Rebar
E -Main Rebar =
60.0 ksi
29,000.0 ksi
Fy -Stirrups
E -Stirrups
Stirrup Bar Size
Number of Resisting Legs Per Stirrup
Beam is supported on an elastic foundation.
= 40.0 ksi
:29,000.0 ksi
= # 3
2
24"w x 15"h
Span=13.0 ft
• •
• •
•
•
Cross Section & Reinforcing Details
-~Rectangular Section, Width = 24.0 in, Height= 15.0 in
Span #1 Reinforcing ....
3-#6 at 3.0 in from Bottom, from 0.0 to 13.0 ft in this span
Ap lied Loads
3-#6 at 3.0 in from Top, from 0.0 to 13.0 ft in this span
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Moment: E = 7.20 k-ft, Location= 10.50 ft from left end of this span
Uniform Load : D = 1.0 ksf, Tributary Width = 1.0 ft, (wall -roof-slab)
Moment : E = 7.20 k-ft, Location = 2.250 ft from left end of this span, (wall -roof-slab)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Section used for this span
0.175: 1
Typical Section
-12.519 k-ft
71.416 k-ft
+ 1 .3600-2.1 OE
2.294 ft
Span# 1
Maximum Deflection ••-•-····-·-··-··-···
Mu : Applied
Mn • Phi : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Soil Pressure =
Allowable Soil Pressure =
Shear Stirru Re uirements
0.871 ksf
1.0 ksf
Max Downward L+Lr+S Deflection
Max Upward L+Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
at 0.00 ft LdComb: +D-0.70E
OK
Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in
Maximum Forces & Stresses for Load Combinati
Load Combination Location (ft)
Segment Length Span # in Span
3ending Stress Results ( k-ft
Mu: Max Phi•Mnx Stress Ratic
MAXimum Bending Envelope
Span# 1 1 12.847 -0.01 71.42 0.00
+1.40D
0.000 in
0.000 in
0.061 in
-0.006 in
Design OK
Jose Ventocilla, PE Project Title: Lastres Residence 33 of 46
PE Lie. 47942 Engineer: JV
Laguna Hills, CA 92653 Project ID:
0 Project Descr: New ADU
0
0 Printed: 4 MAR 2021, 6·18PM
I Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ,., •,
DESCRIPTIO ADU Wall on Elastic Foundation Line A 15"x24" w/3#6 Top & Bottom w/#3 Ties @ 12" oc.
Load Combination Location (ft) lending Stress Results ( k-ft
Segment Length Span# in Span Mu : Max Phi'Mnx Stress Ratic
Span 111 1 12.847 -0.00 71.42 0.00
+1.200
Span 111 12.847 -0.00 71.42 0.00
+0.900
Span 111 12.847 -0.00 71.42 0.00
+ 1.3600+2. 1 OE
Span 111 2.294 12.52 71.42 0.18
+ 1.3600-2. 1 OE
Span 111 10.400 11.88 71.42 0.17
+O. 73960+2.1 OE
Span /11 2.294 12.52 71 .42 0.18
+0.73960·2.10E
Span /11 1 10.400 11.88 71.42 0.17
Overall Maximum Deflections -Unfactored L
Load Combination Span Max. "·" Dell Location in Span Load Combination Max. "+" Dell Location in Span
Span 1 0. ~ 0.000 ---0.0000 0.000-
Detailed Shear Information ---Phi.Vs Spacing (in) Span Distance 'd' Vu (k) Mu d•Vu/Mu Phi•Vc Comment Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest
+ 1.360D-2. 1 OE 0.00 12.00 0.22 0.22 0.00 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. 1 OE 0.15 12.00 0.39 0.39 0.01 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 0.31 12.00 0.55 0.55 0.05 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+ 1 .3600·2. 1 OE 0.46 12.00 0.71 0.71 0.12 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. 1 OE 0.61 12.00 0.87 0.87 0.21 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600·2.1 OE 0.76 12.00 1.02 1.02 0.32 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1 .3600·2. 1 OE 0.92 12.00 1.17 1.17 0.46 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 1.07 12.00 1.31 1.31 0.61 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1 .3600-2. 1 OE 1.22 12.00 1.45 1.45 0.79 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1 .3600-2. 1 OE 1.38 12.00 1.58 1.58 1.00 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. 1 OE 1.53 12.00 1.71 1.71 1.22 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 1.68 12.00 1.83 1.83 1.46 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+1.3600-2.10E 1.84 12.00 1.95 1.95 1.72 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.360D-2.10E 1.99 12.00 2.06 2.06 1.99 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 2.14 12.00 2.17 2.17 2.29 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 2.29 12.00 2.27 2.27 12.52 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 2.45 12.00 2.37 2.37 12.19 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 2.60 12.00 2.46 2.46 11.85 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. 1 OE 2.75 12.00 2.55 2.55 11.49 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. lOE 2.91 12.00 2.64 2.64 11.12 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+1.3600-2. l OE 3.06 12.00 2.72 2.72 10.74 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.360D-2. 1 OE 3.21 12.00 2.80 2.80 10.34 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00
+ 1.3600-2.1 OE 3.36 12.00 2.87 2.87 9.94 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+1.360D-2.10E 3.52 12.00 2.94 2.94 9.52 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 3.67 12.00 3.00 3.00 9.09 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 3.82 12.00 3.06 3.06 8.65 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+1.360D-2.10E 3.98 12.00 3.12 3.12 8.20 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+1.3600-2. l OE 4.13 12.00 3.17 3.17 7.75 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00
+1.360D-2.10E 4.28 12.00 3.22 3.22 7.28 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.360D-2.10E 4.44 12.00 3.26 3.26 6.81 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. 1 OE 4.59 12.00 3.31 3.31 6.33 1.00 27.43 Vu < PhiVc/2 NotReqd 0.00 0.00
+ 1.3600 -2.1 OE 4.74 12.00 3.34 3.34 5.84 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. 1 OE 4.89 12.00 3.38 3.38 5.35 1.00 27.43 Vu < PhiVc/2 Nol Reqd 0.00 0.00
+ 1.3600-2. 1 OE 5.05 12.00 3.41 3.41 4.86 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2. 1 OE 5.20 12.00 3.44 3.44 4.35 1.00 27.43 Vu< PhiVc/2 Nol Reqd 0.00 0.00
+ 1 .3600-2. 1 OE 5.35 12.00 3.46 3.46 3.85 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 5.51 12.00 3.48 3.48 3.34 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
+ 1.3600-2.1 OE 5.66 12.00 3.50 3.50 2.83 1.00 27.43 Vu< PhlVc/2 NotReqd 0.00 0.00
Jose· V entocilla, PE Project Title: Lastres Residence 34 of 46 PE Lie. 47942 Engineer: JV
Laguna Hills, CA 92653 Project ID:
0 Project Descr: New ADU
0
0 Printed: 4 MAR 2021, 6:18PM
Beam on Elastic Foundation Software copyright ENERCALC, INC. 1983-2020, Build:12 20.8.24 ,.,
DESCRIPTIO ADU Wall on E lastic Foundation Line A 15"x24" w/3#6 T op & Bottom w/#3 Ties @ 12" oc.
Detailed Shear Information
Span Distance 'd' Vu (k) Mu ct·vu/Mu Phi•vc Comment Phi.Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest
+ 1.3600-2.1 OE 5.81 12.00 3.52 3.52 2.31 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 5.96 12.00 3.53 3.53 1.79 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 6.12 12.00 3.53 3.53 1.28 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 6.27 12.00 3.54 3.54 0.76 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 6.42 12.00 3.54 3.54 0.23 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1 .3600-2.1 OE 6.58 12.00 3.54 3.54 0.29 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1 .3600-2.10E 6.73 12.00 3.53 3.53 0.81 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2. 1 OE 6.88 12.00 3.52 3.52 1.33 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00 + 1.3600-2.1 OE 7.04 12.00 3.51 3.51 1.85 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00 + 1.3600-2.10E 7.19 12.00 3.50 3.50 2.36 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 7.34 12.00 3.48 3.48 2.88 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2. t OE 7.49 12.00 3.46 3.46 3.39 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1 .3600-2.1 OE 7.65 12.00 3.43 3.43 3.90 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1 .3600-2.10E 7.80 12.00 3.41 3.41 4.41 1.00 27.43 Vu < PhiVc/2 NotReqd 0.00 0.00 + 1.360D-2.10E 7.95 12.00 3.37 3.37 4.91 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00 + 1.3600 -2.1 OE 8.11 12.00 3.34 3.34 5.40 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.3600-2.10E 8.26 12.00 3.30 3.30 5.89 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00 +1 .3600-2.10E 8.41 12.00 3.26 3.26 6.38 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 8.56 12.00 3.21 3.21 6.86 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.360D-2.10E 8.72 12.00 3.16 3.16 7.33 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1 .3600-2.1 OE 8.87 12.00 3.11 3.11 7.79 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.3600-2.10E 9.02 12.00 3.05 3.05 8.25 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 9.18 12.00 2.99 2.99 8.69 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00 + 1.3600-2.1 OE 9.33 12.00 2.93 2.93 9.13 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 9.48 12.00 2.86 2.86 9.56 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 9.64 12.00 2.79 2.79 9.97 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1 .3600-2.10E 9.79 12.00 2.71 2.71 10.38 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1 .3600-2.10E 9.94 12.00 2.63 2.63 10.77 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1 .3600-2.10E 10.09 12.00 2.54 2.54 11.16 1.00 27.43 Vu < PhiVc/2 NotReqd 0.00 0.00 + 1.3600-2.1 OE 10.25 12.00 2.45 2.45 11.52 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 10.40 12.00 2.36 2.36 11 .88 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2. 1 OE 10.55 12.00 2.26 2.26 2.90 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.360D-2.10E 10.71 12.00 2.15 2.15 2.58 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2. 1 OE 10.86 12.00 2.04 2.04 2.27 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 11.01 12.00 1.93 1.93 1.97 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.3600 -2.10E 11 .16 12.00 1.81 1.81 1.70 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1 .3600-2. 1 OE 11.32 12.00 1.69 1.69 1.44 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00 + 1.360D-2.1 OE 11.47 12.00 1.56 1.56 1.20 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 11.62 12.00 1.43 1.43 0.98 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1 .360D-2.1 OE 11.78 12.00 1.30 1.30 0.78 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2. 1 OE 11.93 12.00 1.16 1.16 0.61 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 12.08 12.00 1.01 1.01 0.45 1.00 27.43 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.360D-2.10E 12.24 12.00 0.86 0.86 0.32 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.3600-2.10E 12.39 12.00 0.71 0.71 0.20 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 12.54 12.00 0.55 0.55 0.12 1.00 27.43 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.3600-2.10E 12.69 12.00 0.39 0.39 0.05 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.3600-2.1 OE 12.85 12.00 0.22 0.22 0.01 1.00 27.43 Vu< PhiVc/2 Not Reqd 0.00 0.00
Jose Ventocilla, PE
24636 Cresta Ct.
Laguna Hills, CA 92653 I (949) 910-0942
35 of 46
Lastres Residence
2444 Torrejon Place
Carlsbad, California 92009
21 Grade Beam Calculation --------~-------------'
W=
I=
la=
lb=
b=
d=
deflective=
fy=
f'c=
f'c=
f3,=
Es=
£,=
4>=
Mu=Wl2/8=
Bending Analysis
975 lbs/ft Abars=
13 ft
1 ft P=Abar.f(b*d)=
1 ft Pmax=.85f3, (f'/fy)(EjEu+. 004 )=
24 in a=Aba,sf/85f'0b=
15 in
12 in Mn=Aba,sfy( d-a/2)=
60 kips/in<
3 kips/in< C=a/f3 1=
3000 psi
0.85 E1=Eu(d-c)/C=
29000000 psi.
0.005 <l>Mn=
0.9
Pmax=
20596.875 ft.lbs. Pmin=
20.596875 ft.kips.
247.1625 in.kips.
:. USE 6# 5 BARS
FOR A 15"x24" GRADE BEAM
TO WITHSTAND BENDING
3.53 in<
0.012257 > 0.0033
0.015482 < 0.0206
3.460784 in.
2539.96 in.kips.
4.07
0.01 >.005 :.4>=0.90
2285.96 in.kips.
0.0206
0.0033
36 of 46
Jose Ventocilla, PE Lastres Residence
24636 Cresta Ct. 2444 Torrejon Place
Laguna Hills, CA 92653 I (949) 910-0942 Carlsbad, California 92009
-----------~---------~----------21 Grade Beam Calculation -------------____________ ___.
Deflection Analysis
Cover=d-deuective= 3.00 in. Y=
Ec=57000(f'c)" .5= 3.12E+06 psi. le,=
n=E5/Ec= 9 Mc,= f,lgf((d-c)12000)=
f,= 7.5(f'c)".5 4.11 E+02 psi. M3=Wl2/12
C= 7.50 in. Mc/Ma=
lg= 6750.00 in.• l.=(Mc/Ma)\+(1-(Mc/M3)3)Ic,=
0.18 in. < 1/360=
15" x 24" GRADE BEAM
ADEQUATE FOR DEFLECTION
V=wl/2 6337.5 lbs.
6.3375 kips.
Vu=1/2<l>(2(f'c"·5)bwd)= 561.184462 kips.
bwd=V/(.75(f'c"·5))= 154.275187 in.'
Shear Analysis
bdeffective= 360 > 154 O.K.
3.99
• 4 2608.81 in.
30.8 ft-kips
1056.25 ft-kips
0.029
2608.91 in.•
0.43 O.K.
:. USE 6 #6 BARS W/ #3 TIES@ 12" O.C.
TO WITHSTAND SHEAR
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
Project Title: Lastres Residence
Engineer: JV 37 of 46
Project ID:
Project Descr:New ADU
Printed: 10 MAR 2021, 3:53AM
Wood Beam Software copyright ENERCALC, INC. 1983·2020, Build:12.20.8.24 .....
DESCRIPTIO (N) ADU Trellis Roof Rafter 2x4 DFL N2 @ 5.5'' oc.
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Pro erties
Analysis MethocAllowable Stress Design
Load CombinatiASCE 7-16
Fb +
Fb -
900.0psi
900.0 psi
E : Modulus of Elasti
Ebend-xx 1,600.0ksi
Fe -Prll 1,350.0psi
625.0psi
180.0 psi
575.0 psi
Eminbend -x 580.0ksi
Wood Species Douglas Fir-Larch
Wood Grade No.2
Fe -Perp
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
• p(o.0025i Lr(0.005~ v v 0(0.0025 ~ Lr(0.005)
2x4 ~ 2x4
Span = 3. 750 ft Span= 8.750 ft
Density 31.210pcf
v ~
~
A lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: D = 0.0050, Lr= 0.010 ksf, Tributary Width= 0.50 ft, (roof)
Load for Span Number 2
Uniform Load : D = 0.0050, Lr = 0.01 O ksf, Tributary Width = 0.50 ft, (trellis)
DESIGN SUMMARY
Maximum Bending Stress Ratio 0.141: 1 Maximum Shear Stress Ratio
Section used for this span 2x4 Section used for this span
fb: Actual 237.98psi fv: Actual
Fb: Allowable = 1.687.50psi Fv: Allowable
Load Combination +D+Lr Load Combination
Location of maximum on span = 3.750ft Location of maximum on span
=
=
Span # where maximum occurs = Span # 1 Span # where maximum occurs =
Maximum Deflection
Max Downward Transient Deflection 0.044 in Ratio= 2401 >=360
Max Upward Transient Deflection -0.005 in Ratio = 17596>=360 Max Downward Total Deflection 0.076 in Ratio = 1389>=180 Max Upward Total Deflection -0.009 in Ratio= 10186>=180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd CFN Ci Cr Cm c t CL M lb F'b
D Only ----0.00 Length = 3. 750 ft 1 0.082 0.032 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.03 100.23 1215.00 Length = 8. 750 ft 2 0.082 0.032 0.90 1.500 1.00 1.00 1.00 1.00 1.00 0.03 100.23 1215.00 +D+Lr 1.500 1.00 1.00 1.00 1.00 1.00 0.00 Length = 3. 750 ft 1 0.141 0.054 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.06 237.98 1687.50 Length = 8. 750 ft 2 0.141 0.054 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.06 237.98 1687.50 +D+0.750Lr 1.500 1.00 1.00 1.00 1.00 1.00 0.00 Length = 3. 750 ft 1 0.121 0.046 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.05 203.54 1687.50 Length = 8. 750 ft 2 0.121 0.046 1.25 1.500 1.00 1.00 1.00 1.00 1.00 0.05 203.54 1687.50 +0.60D 1.500 1.00 1.00 1.00 1.00 1.00 0.00
Design OK
0.054 : 1
2x4
12.18 psi
225.00 psi
+D+Lr
3.750ft
Span# 1
Shear Values
V Iv F'v
0.00 0.00 0.00
0.02 5.13 162.00
0.02 5.13 162.00
0.00 0.00 0.00
0.04 12.18 225.00
0.04 12.18 225.00
0.00 0.00 0.00
0.04 10.42 225.00
0.04 10.42 225.00
0.00 0.00 0.00
Jose'ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
Wood Beam ... '•
Project Title: Lastres Residence
Engineer: JV
Project ID:
38 of 46
Project Descr: New ADU
Printed: 10 MAR 2021, 3:53AM
Sottware copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO (N) ADU Trellis Roof Rafter 2x4 DFL N2 @ 5.5" oc.
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd CFN Ci Cr Cm c t CL M
Length = 3. 750 ft 1 0.028 0.011 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.02 Length= 8.750 ft 2 0.028 0.011 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.02 +1.112D 1.500 1.00 1.00 1.00 1.00 1.00
Length = 3. 750 ft 1 0.052 0.020 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.03 Length = 8. 750 ft 2 0.052 0.020 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.03 +1.084D 1.500 1.00 1.00 1.00 1.00 1.00
Length = 3. 750 ft 1 0.050 0.019 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.03
Length = 8. 750 ft 2 0.050 0.019 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.03 +0.48770 1.500 1.00 1.00 1.00 1.00 1.00
Length = 3. 750 ft 0.023 0.009 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.01
Length = 8. 750 ft 2 0.023 0.009 1.60 1.500 1.00 1.00 1.00 1.00 1.00 0.01
Overall Maximum Deflections
Load Combination Span Max. "-" Dell Location in Span Load Combination
+D+Lr
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
DOnly
+D+Lr
+D+0.750Lr
+0.60D
Lr Only
1
2
0.0000
0.0755
0.000
4.791
+D+Lr
Support notation : Far left is #·
Support 1 Support 2 Support 3
0.077 0.031
0.045 0.018
0.032 0.013
0.077 0.031
0.066 0.026
0.019 0.008
0.045 0.018
lb
60.14
60.14
111.48
111 .48
108.67
108.67
48.88
48.88
F'b V Iv F'v
2160.00 0.01 3.08 288.00
2160.00 0.01 3.08 288.00
0.00 0.00 0.00 0.00
2160.00 0.02 5.70 288.00
2160.00 0.02 5.70 288.00
0.00 0.00 0.00 0.00
2160.00 0.02 5.56 288.00
2160.00 0.02 5.56 288.00
0.00 0.00 0.00 0.00
2160.00 0.01 2.50 288.00
2160.00 0.01 2.50 288.00
Max. "+" Dell Location in Span
-0,0088
0.0000
Values in KIPS
2.032
2.032
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
Project Title: Lastres Residence
Engineer: JV 39 of 46
Project ID:
Project Descr: New ADU
0 Printed: 9 MAR 2021, 8:04PM ~----------------------------------------------,
Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO (N) ADUTrellis Main Beam 4x8 DFL N2
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Pro erties
Analysis Metho<Allowable Stress Design
Load CombinaM.SCE 7-16
Fb +
Fb -
900.0psi
900.0psi
E : Modulus of Elasti
Ebend-xx 1,600.0ksi
Fe -Prll 1,350.0psi
625.0 psi
180.0 psi
575.0psi
Eminbend -x 580.0ksi
Wood Species Douglas Fir-Larch Fe -Perp
W~Gra~ ~.2 ~
Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
~ 0(0.0325~ Lr(0.065)
~ 4x8
Span = 13.0 ft
Density 31.21 Opet
f
~
A lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0050, Lr = 0.01 O ksf, Tributary Width = 6.50 ft, (trellis)
DESIGN $UMMARY Design OK
Maximum Bending Stress Ratio = 0.582 1 Maximum Shear Stress Ratio 0.160 : 1
Section used for this span 4x8 Section used for this span 4x8
fb: Actual = 851.57psi fv: Actual = 36.11 psi
Fb: Allowable = 1,462.50psi Fv: Allowable = 225.00 psi
Load Combination +D+Lr Load Combination +D+Lr
Location of maximum on span = 6.500ft Location of maximum on span 12.431 ft
Span # where maximum occurs Span# 1 Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward Transient Deflection 0.236 in Ratio = 660>=360
Max Upward Transient Deflection 0.000 in Ratio = 0<360
Max Downward Total Deflection 0.374 in Ratio = 416>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb F'b V fv F'v
D Only 0.00 0.00 0.00 0.00
Length = 13.0 ft 0.298 0.082 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.80 314.17 1053.00 0.23 13.32 162.00
+D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.0 ft 0.582 0.160 1.25 1.300 1.00 1.00 1.00 1.00 1.00 2.18 851.57 1462.50 0.61 36.11 225.00
+D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.0 ft 0.490 0.135 1.25 1.300 1.00 1.00 1.00 1.00 1.00 1.83 717.22 1462.50 0.51 30.41 225.00
+0.600 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.0 ft 0.101 0.028 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.48 188.50 1872.00 0.14 7.99 288.00
+1.1120 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.0 ft 0.187 0.051 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.89 349.45 1872.00 0.25 14.82 288.00
+1.0840 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Length = 13.0 ft 0.182 0.050 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.87 340.63 1872.00 0.24 14.44 288.00
+0.48770 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
Wood Beam ,., ..
DESCRIPTIO (N) ADUTrellis Main Beam 4x8 DFL N2
Load Combination Max Stress Ratios
Project Title: Lastres Residence
Engineer: JV
Project ID:
40 of 46
Project Descr: New ADU
Printed: 9 MAR 2021 , 8:04PM
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Moment Values Shear Values
Segment Length Span # ~ V Cd C FN Ci Cr Cm Ct CL ----M fb F'b ----v Iv F'v
Length = 13.0 ft 1 0.082 0.023 1.60 1.300
Overall Maximum Deflections
1.00 1.00 1.00 1.00 1.00 0.39 .'l 153.23 1872.00 0.11 6.50 288.00
Load Combination
+D+Lr
Vertical Reactions
Load Combination
veral imum
Overall MINimum
D Only
+D+Lr
+D+0.750Lr
+0.600
Lr Only
Span Max. "·" Dell Location in Span Load Combination
0.3744 6.547
Support notation : Far left is #· ---Support 1 Support 2
0.669 0.669
0.423 0.423
0.247 0.247
0.669 0.669
0.564 0.564
0.148 0.148
0.423 0.423
Max. "+" Dell Location in Span
0.0000
Values in KIPS
0.000
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
Project Title: Lastres Residence
Engineer: JV
Project ID:
Project Descr:New ADU
41 of 46
0 Printed: 9 MAR 2021, 8:09PM
Wood Beam Software copyright ENERCALC, INC. 1983-2020, 8uild:12.20.8.24 .....
DESCRIPTIO (N) ADU Trellis Side Beam 4x8 DFL N2
CODE REFERENCES
Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Pro erties
Analysis MethocAllowable Stress Design
Load CombinaMSCE 7-16
Fb+
Fb •
900.0 psi
900.0 psi
E : Modulus of Elasti
Ebend-xx 1,600.0ksi
Fe -Prll
Fe -Perp
Fv
1,350.0 psi
625.0psi
180.0psi
575.0psi
Eminbend -x 580.0ksi
Wood Species Douglas Fir-Larch
Wood Grade No.2 Ft
Beam Bracing Beam is Fully Braced against lateral-torsional buckling
• D(0.oo5iLr(o.01 l • •
4x8 ~
Span= 3.916 ft
Density 31.21 Opet
0(0.0325) Lr(0.065) •
4x8 1
Span = 8.660 ft
A lied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.0050, Lr= 0.01 0 ksf, Tributary Width= 1.0 ft, (trellis)
Load for Span Number 2
Uniform Load : D = 0.0050, Lr= 0.010 ksf, Tributary Width = 6.50 ft, (trellis)
DESIGN SUMMARY
Maximum Bending Stress Ratio 0.238 1 Maximum Shear Stress Ratio
Section used for this span 4x8 Section used for this span
fb: Actual = 347.76psi fv: Actual
Fb: Allowable = 1,462.50psi Fv: Allowable
Load Combination +O+Lr Load Combination
4.499ft Location of maximum on span
=
=
Location of maximum on span
Span # where maximum occurs = Span# 2 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.043 in Ratio = 2409>=360
Max Upward Transient Deflection -0.056 in Ratio= 1688>=360
Max Downward Total Deflection 0.067 in Ratio= 1557>=180
Max Upward Total Deflection -0.083 in Ratio= 1132>=180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb F'b
DOnly 0.00
Length = 3. 916 ft 1 0.030 0.055 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.08 31.51 1053.00
Length= 8.660 ft 2 0.118 0.055 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.32 124.10 1053.00
+D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00
Length= 3.916 ft 1 0.042 0.106 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.16 61 .52 1462.50
Length = 8.660 ft 2 0.238 0.106 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.89 347.76 1462.50
+D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00
Length = 3.916 ft 1 0.037 0.090 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.14 54.01 1462.50
Length= 8.660 ft 2 0.200 0.090 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.75 291.84 1462.50
+0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00
Design OK
0.106 : 1
4x8
23.90 psi
225.00 psi
+D+Lr
3.916 ft
Span# 1
Shear Values
V fv F'v
0.00 0.00 0.00
0.15 8.97 162.00
0.15 8.97 162.00
0.00 0.00 0.00
0.40 23.90 225.00
0.40 23.90 225.00
0.00 0.00 0.00
0.34 20.17 225.00
0.34 20.17 225.00
0.00 0.00 0.00
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
[ Wood Beam
1.1 ••
Project Title: Lastres Residence
Engineer: JV
Project ID:
42 of 46
Project Descr: New ADU
Printed: 9 MAR 2021, 8:09PM
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO (N) ADU Trellis Side Beam 4x8 DFL N2
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V
Length= 3.916 ft 1 0.010 0.019
Length = 8.660 ft 2 0.040 0.019
+1 .1120
Length= 3.916 ft 1 0.019 0.035
Length = 8.660 ft 2 0.074 0.035
+1 .0840
Length = 3.916 ft 1 O.Q18 0.034
Length = 8.660 ft 2 0.072 0.034
+0.48770
Length = 3.916 ft 0.008 0.015
Length = 8.660 ft 2 0.032 0.015
Overall Maximum Deflections
Load Combination
+D+Lr
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+Lr
+D+0.750Lr
+0.600
Lr Only
Span
1
2
Cd CFN Ci Cr Cm Ct CL M fb
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.05 18.90
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.19 74.46
1.300 1.00 1.00 1.00 1.00 1.00
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 35.05
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.35 138.04
1.300 1.00 1.00 1.00 1.00 1.00
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.09 34.16
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.34 134.55
1.300 1.00 1.00 1.00 1.00 1.00
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.04 15.37
1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.15 60.53
Max. "-" Dell Location in Span Load Combination
0.0000 0.000 +D+Lr
0.0667 4.403
Support notation : Far left is #"
Support 1 Support 2 Support 3
0.544 0.428
0.329 0.273
0.215 0.155
0.544 0.428
0.462 0.360
0.129 0.093
0.329 0.273
Shear Values
F'b V fv F'v
1872.00 0.09 5.38 288.00
1872.00 0.09 5.38 288.00
0.00 0.00 0.00 0.00
1872.00 0.17 9.98 288.00
1872.00 0.17 9.98 288.00
0.00 0.00 0.00 0.00
1872.00 0.16 9.73 288.00
1872.00 0.16 9.73 288.00
0.00 0.00 0.00 0.00
1872.00 0.07 4.38 288.00
1872.00 0.07 4.38 288.00
Max. "+" Oefl Location in Span
-0.0829
0.0000
Values in KIPS
0.000
0.000
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
Wood Column
t,t •,
DESCRIPTIO (N) ADU Trellis Column 4x4 DFL N2
Code References
Project Title: Lastres Residence
Engineer: JV
Project ID:
43 of 46
Project Descr: New ADU
Printed: 9 MAR 2021, 8:12PM
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-10
General Information
Analysis Methe Allowable Stress Design
End Fixities Top & Bottom Pinned
Overall Column Heigh
( Used for non-slender calculations )
Wood Specie
Wood Grade
Fb + 1,500.0 psi
Fb -1,500.0 psi
Fe -Prll 1,000.0 psi
Fe -Perp 1,000.0 psi
Fv
Ft
Density
9 ft
150.0 psi
1,000.0 psi
33.0 pcf
Wood Section Name 4x4
Wood Grading/Manuf.
Wood Member Type
Graded Lumber
Sawn
Exact Width
Exact Depth
Area
Ix
ly
3.50 in Allow Stress Modification Factors
3.50 in Cf or Cv for Bending 1.0
12.250 in'2 Cf or Cv for Compressio1 1.0
12.505 in'4 Cf or Cv for Tension 1.0
12.505 in'4 Cm : Wet Use Factor 1.0
Ct: Temperature Facl 1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending
Cfu : Flat Use Factor 1.0
Axial Kt : Built-up columns 1.0 NOS 15.3.2
No Basic 1,400.0 1,400.0
Minimum 1,400.0 1,400.0
1,400.0 ksi Use Cr : Repetitive
Brace condition for deflection (buckling) along columns :
X-X (width) axis Unbraced Length for buckling ABOUT Y-Y Axis= 9
Y-Y (depth) axis Unbraced Length for buckling ABOUT X-X Axis= 9
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 25.266 lbs• Dead Load Factor
AXIAL LOADS ...
beams: Axial Load at 9.0 ft, D = 0.410, Lr= 0.750 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination 0.1209: 1
+D+Lr+H
Comp Only, fc/Fc'
0.0ft
Governing NOS Forumla
Location of max.above base
At maximum location values are .
Applied Axial
Applied Mx
Applied My
Fe : Allowable
1.185 k
0.0 k-ft
0.0 k-ft
800.13 psi
PASS Maximum Shear Stress Ratio= 0.0 : 1
Load Combination +0.60D+0.70E+0.60H
Location of max.above base 9.0 ft
Applied Design Shear 0.0 psi
Allowable Shear 240.0 psi
Load Combination Results
Maximum SERVICE Lateral Load Reactions .. Top along Y-'I 0.0 k Bottom along Y-Y 0.0 k
Top along X-)< 0.0 k Bottom along X-X 0.0 k
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 ...
Bending Compression Tension
Load Combination Co
0.900
1.000
1.250
1.150
1.250
1.150
1.600
1.600
1.600
1.600
1.600
1.600
Cp
0.751
0.718
0.640
0.670
0.640
0.670
0.546
0.546
0.546
0.546
0.546
0.546
Maximum Axial + Bending Stress Ratios
Stress Ratio Status Location
Maximum Shear Ratios
Stress Ratio Status Location
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0. 750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+D+0.750L+0.750S+0.5250E+H
+0.60D+0.60W+0.60H
0.05255 PASS 0.0 ft 0.0 PASS 9.0 ft
0.04946 PASS 0.0ft 0.0 PASS 9.0 ft
0.1209 PASS 0.0ft 0.0 PASS 9.0 ft
0.04608 PASS 0.0ft 0.0 PASS 9.0 ft
0.1018 PASS 0.0ft 0.0 PASS 9.0 ft
0.04608 PASS 0.0ft 0.0 PASS 9.0 ft
0.04065 PASS 0.0ft 0.0 PASS 9.0 ft
0.04065 PASS 0.0ft 0.0 PASS 9.0 ft
0.09317 PASS 0.0ft 0.0 PASS 9.0 ft
0.04065 PASS 0.0ft 0.0 PASS 9.0 ft
0.04065 PASS 0.0ft 0.0 PASS 9.0 ft
0.02439 PASS 0.0ft 0.0 PASS 9.0 ft
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
[ Wood Column ... •.
Project Title: Lastres Residence
Engineer: JV
Project ID:
Project Descr:New ADU
44 of 46
Printed: 9 MAR 2021, 8:12PM
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTIO (N) ADU Trellis Column 4x4 DFL N2
Load Combination Results
Load Combination
+0.60D+0. 70E+0.60H
Maximum Reactions
Load Combination
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0. 750Lr+O. 750L+H
+D+0. 750L+O. 750S+H
+D+0.60W+H
+D+0.70E+H
+D+0.750Lr+0. 750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+D+0. 750L+0. 750S+0.5250E+H
+0.60D+0.60W+0.60H
+0.60D+0. 70E+0.60H
D Only
Lr Only
LOnly
S Only
WOnly
E Only
H Only
Co Cp
1.600 0.546
X-X Axis Reaction
@ Base @ Top
Maximum Axial + Bending Stress Ratios
Stress Ratio Status Location
Maximum Shear Ratios
Stress Ratio Status Location
0.02439 PASS 0.0 ft
k Y-Y Axis Reaction
@ Base @Top
Axial Reaction
@ Base
0.435
0.435
1.185
0.435
0.998
0.435
0.435
0.435
0.998
0.435
0.435
0.261
0.261
0.435
0.750
0.0 PASS 9.0 ft
Note: Only non-zero reactions are listed.
My -End Moments k-ft Mx -End Moments
@ Base @ Top @ Base @ Top
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
+D+H O.000Oin 0.000ft 0.0000in 0.000ft
+D+L+H 0.0000in 0.000ft 0.0000in 0.000ft
+D+Lr+H 0.0000in 0.000ft 0.0000in 0.000ft
+D+S+H 0.0000in 0.000ft 0.00O0in 0.000ft
+D+0. 750Lr+0. 750L+H 0.O0O0in 0.000ft 0.00O0in 0.000ft
+D+0. 750L+0. 750S+H 0.O000in 0.000ft 0.0000in 0.000ft
+D+0.60W+H 0.000Oin 0.000ft O.0000in 0.000ft
+D+0.70E+H 0.0O0Oin 0.000ft 0.0000in 0.000ft
+D+0. 750Lr+0. 750L+0.450W+H 0.000Oin 0.000ft 0.0000in 0.000ft
+D+0. 750L+0. 750S+0.450W +H 0.000Oin 0.000ft 0.0000in 0.000ft
+D+0. 750L+0. 750S+0.5250E+H O.000Oin 0.000ft 0.0000in 0.000ft
+0.60D+0.60W+0.60H O.000Oin 0.000ft 0.0000in 0.000ft
+0.60D+0. 70E+0.60H 0.O00Oin 0.000ft 0.00O0in 0.000ft
D Only 0.0000in 0.000ft 0.0O00in 0.000ft
Lr Only 0.0OOOin 0.000ft 0.0000in 0.000ft
LOnly 0.000Oin 0.000ft 0.0000in 0.000ft
S Only 0.O00Oin 0.000ft 0.0000in 0.000ft
WOnly 0.O00Oin 0.000ft 0.0000in 0.000ft
E Only 0.000Oin 0.000ft 0.0000in 0.000ft
H Only 0.000Oin 0.000ft 0.0000in 0.000ft
Jose Ventocilla, PE
PE Lie. 47942
Laguna Hills, CA 92653
0
0
0
Wood Column ,., •,
DESCRIPTIO (N) ADU Trellis Column 4x4 DFL N2
Sketches
C
0
Li)
M
3.50-in--
Project Title: Lastres Residence
Engineer: JV 45 of 46
Project ID:
Project Descr: New ADU
Printed: 9 MAR 2021, 8:12PM
Software copyright ENERCALC, INC. 1983·2020, Build:12.20.8.24
+X
46 of 46
Jose Ventocilla, PE PROJECT Pilaster Embedment -ADU Trellis PAGE
CLIENT Lastres Residence -Carlsbad, CA DESIGN BY JV
JOB NO. DA TE : 3/9/2021 REVIEW BY
Ftaooote Footino Desion Based on Chapter 18 of IBC & CBC
INPUT DATA & DESIGN SUMMARY
IS FOOTING RESTRAINED @ GRADE LEVEL ? (l=YES,0=NO) 1 yes p
LATERAL FORCE@ TOP OF POLE P = 0.5 k
HEIGHT OF POLE ABOVE GRADE h = 8 ft
DIAMETER OF POLE FOOTING b = 0.66 ft h
LATERAL SOIL BEARING CAPACITY S = 2 ksf / ft
ISOLATED POLE FACTOR (2015 IBC 1806.3.4) F= 4
FIRST TRIAL DEPTH ===> d = 2 It / r, ---~ ~I'---,/-
Use 0.66 ft dia x 1.48 ft deep footing restrained@ ground level d
ANALYSIS
LATERAL BEARING@ BOTTOM : S,=FS Mi11(d , 12')
LATERAL BEARING@ d/3: S,=FS ( d Mu, 3 . 12·)
2.34P A =--bS1
,_/1H~l , FOR NONCONSTRAINED
REOUIRD DEPTH :
4.25Ph , FOR CONSTRAINED
. bS3
NONCONSTRAINED CONSTRAINED
LATERAL FORCE@TOP OF POLE p => 0.50 k 0.50 k
HEIGHT OF POLE ABOVE GRADE h => 8.0 ft 8.0 It
DIAMETER OF POLE FOOTING b => 0.66 It 0.66 ft
LATERAL SOIL BEARING CAPACITY FS => 8.00 ksf / ft 8.00 ksf / ft
1STTRIAL TRYd1 => 2.00 ft 2.00 ft
LAT SOIL BEARING@ t/3 d s, => 5.33 ksf 5.33 ksf
LAT SOIL BEARING@ 1.0 d s, => 16.00 ksf 16.00 ksf
CONSTANT 2.34P/(bS1) A => 0.33 .
REOD FOOTING DEPTH RORDd => 1.88 ft 1.27 ft
2NDTRIAL: TRY d2=> 1.94 It 1.63 ft
LAT SOIL BEARING@ 1/3 d s, => 5.17 ksf 4.36 ksf
LAT SOIL BEARING @ 1.0 d s, => 15.51 ksf 13.08 ksf
CONSTANT 2.34P/(bS1) A => 0.34
REQD FOOTING DEPTH ROAD d => 1.91 ft 1.40 ft
3RDTRIAL : TRY d3=> 1.92 ft 1.52 It
LAT SOIL BEARING@ 1/3 d s, => 5.13 ksf 4.05 ksf
LAT SOIL BEARING@ 1.0 d s, => 15.39 ksf 12.15 ksf
CONSTANT 2.34P/(bS,) A => 0.35 . .
REOD FOOTING DEPTH RQRDd => 1.92 ft 1.46 ft
4TH TRIAL : TRY d,=> 1.92 ft 1.49 ft
LAT SOIL BEARING@ 1/3 d s, => 5.12 ksf 3.97 ksf
LAT SOIL BEARING@ 1.0 d s, => 15.36 ksf 11.90 ksf
CONSTANT 2.34P/(bS1) A => 0.35
REOD FOOTING DEPTH ROAD d => 1.92 ft 1.47 ft
5TH TRIAL: TRY ds=> 1.92 ft 1.48 It
LAT SOIL BEARING@ 1/3 d s, => 5.12 ksf 3.94 ksf
LAT SOIL BEARING@ 1.0 d s, => 15.36 ksf 11.83 ksf
CONSTANT 2.34P/(bS,) A => 0.35 .
REOD FOOTING DEPTH RORDd => 1.92 ft 1.48 ft
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:
Permit#:
Project Address:
Assessor's Parcel #:
Project Applicant:
(Owner Name)
CBR2021-0303
2444 TORREJON PL 2
2162401102
DIEGO LASTRES
Residential Square Feet:
New/Additions:
Second Dwelling Unit: §~-~----__
Commercial Square Feet:
New/Additions:
City Certification:Oty ofCarlsbad Building Division_ Date: 02/05/2021 _ _
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 executing this
declaration is authorized to sign on behalf of the Owner.
D Carlsbad Unified School District
6225 El Camino Real
Carlsbad CA 92009
Phone: (760) 331-5000
[ZJ Encinitas Union School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024 -z , {i
_,,-~·-one: (760) 944-4300 x'r166 f ✓ I n Diegulto Union H.S. District
84 Requeza Dr.
~-Encinitas, CA 92024
Phone: (760) 753-6491 Ext 5514
(By Appl. Only)
D San Marcos Unified Sch. District
255 Pico Ave Ste. 100
San Marcos, CA 92069
Phone: (760) 290-2649
Contact: Katherine Marcelja
(By Appl.only)
D Vista Unified School District
1234 Arcadia Drive
Vista CA 92083
Phone: (760) 726-2170 x2222
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
THIS FORM 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 Official:
John Addleir,.:,,c
Title: D>\.'.ch.~r of r:i:_wr'. ,.,· !(, --~·-"-·-------------·---------.
Fui;i.n,;i:.d '.·.J1:rna::1:;,,,c;1t san Dieguito union High School District
Name of School District:
Community & Economic Development -Building Division
1635 Faraday Avenue i Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I
Date: ... 1-/ /1 ')_ /;Z. /
Phone: _iJ& 11 __ ']'5.3 .~f.'f 'JI
building@carlsbadca.gov
APR 2 0 2021
( 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:
Permit#: CBR2021-0303 . -.. "·~-----
Project Address: 2444 TORREJON PL 2
Assessor's Parcel #: 2162401102 -----··-
Project Applicant: DIEGO LASTRES
(Owner Name)
Residential Square Feet:
New/Additions:
Second Dwelling Unit: 68] ~ I• qij :=-~I 1~,;{!). [)'8 .
Commercial Square Feet:
New/Additions:
City Certification:City_of~arl_stia9.Buildir:,g [)ivisio~ .. Date: 02/05/2021_
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 executing this
declaration is authorized to sign on behalf of the Owner.
D Carlsbad Unified School District
6225 El Camino Real
Carlsbad CA 92009
Phone: (760) 331-5000
[Z] E~li~:fa~~nion School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024
Phone: (760) 944-4300 x1166
. /~ ,. .,..:·~
[Z] San Dieguit~ Union H.S. District
684 Requeza Dr.
Encinitas, CA 92024
Phone: (760) 753-6491 Ext 5514
(By Appl. Only)
D San Marcos Unified Sch. District
255 Pico Ave Ste. 100
San Marcos, CA 92069
Phone: (760) 290-2649
Contact: Katherine Marcelja
(By Appl.only)
D Vista Unified School District
1234 Arcadia Drive
Vista CA 92083
Phone: (760) 726-2170 x2222
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s})
THIS FORM 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. ,.---,--·
Slgmaru;•ot A,lhoM;ed School ~l,tccl O ,1.1, ~c c± -) ),_)4_ '7
7
_ _ _ _ _
TIiie~~;,£~ ,,.i__ _ ___ __ _ _ __ Date '//J,:J_~/
Name of School District: UJ~Jnf tl/JA,_~b~iJJJ;btPhone: 1/J_O)CJ..tJ1d'-2_l)_ 0 )( o~~
Community & Economic Development -Building Division
1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I build i ng@carlsbadca.gov
{cicyof
~ 1.,1131 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:
Permit#: CBR2021-0303
Project Address: 2444 TORREJON PL 2
Assessor's Parcel #: 2162401102 -----------------
Project Applicant DIEGO LASTRES
(Owner Name)
Rasldentlal Square Feet:
New/Additions: -----------------
Second Dwelling Unit 682 -----------------
Comm e rc I a I Square Feet:
New/Additions:
'·' City Certification:City of Carlsbad Building Division Oat~: 02/05/2021
~ '
Certification of Applica~t/Owners. The person executing this declaration ("Owner") certifies
under penalty of perjury that (1) the Information provided abo~ is correct and true to the
best of the Owner's knowledge, and that the Owner will file an amended oertlflcatlon of
payment and pay the additlonal fee If Owner requests an increase In the .number of
dwelling units or square footage after the building permit Is Issued Ol' 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 executing thfs
declaration is authorized to sign on behalf of the Owner.
□ Carlsbad Unified School District
6225 El Camino Real
Carlsbad CA 92009
Phone: (760) 331-5000
E2J Encinitas Union School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024 2 11 {I
one: (760) 944-4300 xY166
( '✓ ! n Dlegulto Union H.S. District
84 Requeza Dr.
Encinitas, CA 92024
· Phone: (760) 753-6491 Ext 5514
. {By Appt. Only)
LJ San Marcos Unified Sch. District
255 Pico Ave Ste. ,100
San Marcos, CA 92069 I
Phone: (760) 29()..2649
Contact: Katherine Marcelja
(By Appt.only)
D Vista Unified School District
1234 Arcadia Drive ·•
Vista CA 92083 · ,
Phone: (760) 726-2170 x2222 ' f
SCHOOL .DISTRICT SCHOOL FEE CERTIFICATION
. (To be completed by the·school distrl,ct(s))
. t
THIS FORM INDICATES THAT.THE SCHO,OL.DlSTRICT REQUIREMENTS
FOR THE PROJECT HAVE BEEN OR V{ILL BE SATISFIED.
I • , . .
The undersigned, ,being duly authorized by the applicable SChool District, certifies that the developer, builder,
or owner has satisfied the obligation.for school facllltlu. 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 bulldlng permits for this project. . ' O ~-Lf_/~ ~--'-
Signature of Authorized ·school District Official: / · ,_,,,_.,:~--
Title:
John Addleman ------------'----1-.-,--
Director of Planning & Date: 1//J g /~ /
Financial Management san 0IeguIto union High SCho'ol District
• Name of School Distri9l: . , • ,Phore: ?ltf)-'722 -b'tt:// . ,
Community & Econo~lc Development.-Building Division .
1635 Faraday Avenue I carlsbad, CA 92008 I 760-602-2719 I 760-602-8S58 fax I buildlng@carlsbadca.gov \
SEWER DISTRICT CERTIFICATION
[Z] Leucadia Wastewater District
1960 La Costa Ave.
Carlsbad, CA 92009
(760) 753-0155
D Vallecitos Water District
201 Vallecitos de Oro
San Marcos, CA 92069
(760) 744-0460
The following project has been submitted for building permits:
Plan Check #: Permit #: CBR2021-0303
Property Owner: Diego Lastres
Project Address: 2444 TORREJON PL, # 2
Assessor's Parcel #: 2162401102
Project Description: LASTRES: 682 SF ATTACHED ADU
City Certification: City of Carlsbad Building Division Date: February 05, 2021 --'-----------=~------
Please indicate in the space below that the owner has entered into an agreement to have your
agency provide public sewer service to the premises, and/or if the existing service is adequate
for this project and all required conditions have been satisfied.
Permits will not be issued until this form is completed and returned to our office.
~-----------------------------------------···········-------------------------------------------------------·--·-----------------
This space to be completed by District Personnel
I certify the district requirements for sewer service have been satisfied.
So,ro~d "'' ryl/D..,1.,{1 /,. R,w , 0.ec ~'i / 11 { Z-1
Title: 4 2 !:1, l NJ Sr1ZA:r:, • , (
-----------------------------------------------------------------------------------------------------········---------------------
Community & Economic Development -Building Division
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
STORM WATER POLLUTION PREVENTION NOTES
\. AU. NECESSARY EOOIPMENT ANO MATERIALS SHAU. BE
AVAILABL£ ON SITE TO FAOUTATE RAPID INSTAU.ATION ~ EROSION ANO SEDIMENT CONTROL BMPs \\\lEN RAIN IS EMINENT.
2. lHE Ol'INER/CONTRACTOR SHAU. RESTORE AU. EROSION
CONTROL 0£\'\CES TO WOfll(ING ORDER TO lHE SATISFACTION ~ lHE OTY INSPECTOR AFTER EACli RUN-Off PROOUONG RAINFALL
3. 1HE Ol'INER/CONTRACTOR SHAU. INSTAil. ADDITIONAL EROSION
CONTROL MEASURES AS MAY BE REOOIRED BY lHE OTY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR
UNFORESEEN ORCUMSTANCES \\\llCli MAY ARISE.
4. AU. REMOVASlE PROTECTIVE OIEl1CES SHAU. BE IN Pl.ACE
AT lHE ENO ~ EACli WORKING DAY \\\lEN lHE FIVE (5)
DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( ~-SILT ANO Olli ER DIEBRIS SHAU. BE REMOVED AFTER
EACli RAINFALL
5. AU. GRAVEL BAGS SHAU. CONTAIN 3/4 INCli MINIMUM
AGGREGATE.
6. AOIEOOATE EROSION ANO SEDIMENT CONTROL ANO PERIMETER
PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED ANO MAINTAINED.
7. lHE OTY INSPECTOR SHAU. HAVE lHE AUlHORITY TO ALTER lHIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEOIEO
TO ENSURE COMPLIANCE YlllH OTY STOR\M WATER Cl(JAUTY REGULATIONS.
OWNER'S CERTIFICATE:
I UNOERSTANO ANO ACKNOYUDCC THAT I MUST: (1) IMPUMEMT BEST MANAGOIENT PRACTIC[S (BMPS) DURING CONSl!IUCTION
ACTil1TIES TO THE MAXIMUM EXTENT PRACTICA8LE TO AWE THE M08UZATION OF POIJ.UTANTS SUOi AS SEDIMENT ANO TO
AWE THE EXPOSURE OF STORM WATER TO CONSlRUCTION
RELATED POU.UTANTS; ANO (2) AOHERE TO, ANO AT ALI. TIMES, COMPLY Y,ITH THS QTY APPRO~ TIER 1 CONSlRUCTION S'lffP
THROUQ<OUT THE OUffATION OF THE CONSlRUCTION ACTil111ES UNTIL THE CONSTR\JCTION WOR1C IS COMPLETE ANO APPROVED BY THE QTY OF CARIS8AD.
Diego Lastres
DWNER(S)/OHR'S ACO<T NAME (PRINT)
-~
Oiid(S)/Oiti:R s AGENT NAME (SIGNA. TURE)
E-29
04/14/2021
----imr-
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP CB ____ _
E 29 -SW
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
EroelonContal Sedlmn Conrrol lWPI T--w ... WnteManagemertandM;lterWs """ """""'""" Mar\lglmenl BMPt PolAoll Control BMPs
s I j ti l ll .:, l j f S..1 Managomenl Practice' : f 11 ! ! .r i I !! -... i'
(BMP) Description ➔ ; .. j': j i -§ ! .[ ,~ ., jj ji s· i l ~ ~ ,. i n i ,. ; I J i] I ~] ~= ,J rf i ~j HI ,II .!::g
;j J ~j §. l ! H h ! :;.~ .:: "' & OS .:..!: ~ .. .l.!I Ji J ivi j
="""""""➔ ~ ,. ~ 7 . ,n ~ ~ ,. 0 ' N ~ ~ ~ ~ ' 1 j ~ ,n ~ ~ ' I I I I ' I I ::l ll! ll! ll! ll! ll! ll! ll! ll! l!c l!c i i 11~·~~ X cowllon X
O<lna
Concrete "t Sawcutt•a
X Cona-ete Flotworit P ..... ,
X Condull :11n, lnttdlaUon
Stucco/I crtar Work
X Wost• UI ~...i X X Stooln11 nv Down Ateo X E tn Morltenon~ md Fuell\o
Hoz<rdou, Sub.tone• U111::itoroo,
Otwotwlno
Site Accea Actoq Dirt ou,., (llott,
lntlrucllona: 1. 0..edc the box to the teft of di opplle-ob4e conatn.,ction octlvlty (f'nt colu1M) expected to occur durlnQ conttructlon.
2. ~~ i:;,i ~ 1:f.:J t• u:p ;;,~• !.:U:1! r:'!.• ~thll;r• 6'~"ft:d~! ~:c:,~, S~°':':1~~1:~ ~ ~~J ~=n~umbe". Ol00le one
J. Ref« to lht CASOA construction hondbook for lnformotion and 6etols of the choser1 BMP, ond how to apply thn to the projacl
SHOW THE LOCATIONS OF ALL CHOSEN BMPs ABOVE
ON THE PROJECTS SITE PLAN/EROSION CONTROL PLAN.
SEE THE REVERSE SIDE OF THIS SHEET FOR A SAMPLE EROSION CONTROL PLAN.
PROJECT INFORMATION
Site Ada'ess: 2444 Torrejon Place
AsNnor', Poree! Numb.-: o,ego Lastres
Em«9fflCY Contoc:t:
Nrmc o,eao I astras
24 Haur Phan« 760.701.2570
Construction Threat to Storm Wot.-~c:iily (0.ed< Bo,)
0 MEDIUM IX) LOW
t ti j,.
'f i
~l j
.,
i
Page 1 of 1 REV 02/16
. ----... -··--·----__________ .. ,
·•-:."":;¥..::.,.-:1,.~-=.-t·:-r.;;;; ... .;:;:..:.:.-·::-· ------·--·-·--·· --· -t.=1:"-~~=-··------· ..:.=-------_,. ........ ___ .. ---....... ---.------·-·--t..--:::$:LV..·-~---x-s-~~-.. ~::---· __ .. _______________ _
~=✓..:... .. -:..::.:~==--=:-.=:.::": :,.:,_ ----:.t---":t::::--·-----... -t::::----• .. ----------... ·----
_____ J
i.::sr=-:::::::·-~ ·------·-·
=-~~·-::.:.:-=~=---
.:.~ ~ . ._:.. .. :--:.::-..:.::.-; .. ~ ...
LOT INFORMATION
~-.==....,.....::-------·--· ~-==-·-~i..:::.--.. --:....=c;..r_ .. ,., _______ _
----;.c-+~........,_--:r=··.:::,,:--·-----.:"---····------_______ ........ ---------·-·
-----=-·7 -='=-~z=a~£:-::. ,t; __ .==:-::::;;.a-'1'==-,•--;..•.
cr:::7:.::...1..::i.:...7 .. ..:.:::::i---·--~---...:.,0.:::---""'=-'..::::::;..~=-=-·--·---.. -:::::::.:.:..=·-----,.-
• .:;:;::::.::.=.-.....:: ~~:,:.,:=::::-:~=-:.:::::.-=-.:-···:::.."":':·--:::.-'"'•--·· ..,,. __
..-:=:::..~...:..--------------:"""..::...~~-":.:.-,.;...::.~...=-:..~'!C' ....... C-. _:-:~"'\-:'=::.O ::::-.•.::::::-::n......::-..~
•z;._ ---· _, ...... ....:--:-...:.::=::-.::-:.:..--:::=-~-=-~1,:_•..;.---~
04.15.2021
...
< ~
0 C:
0 :::, < Ill en 1/) C: ..J ~ < Q) () a, :t ..Jo Q. 0 C zN 0 a, ~ -, w 0 ~ In ~
0 In
I-Cl)
3 (.)
(.)
N <
A101
( City of
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
B-50
De 11_elopn11?_n tServiccs
Building Division
1635 Faraday Avenue
(760) 602-2719
www.carlsbadca.gov
This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance
requirements apply to their projects. The completed checklist must be included in the building permit application. It may be
necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate
full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach
to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as
specified by the ordinances.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
.ii If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
an explanation must be provided to the satisfaction of the Building Official.
A Details on CAP ordinance requirements are available on the city's website .
.,. A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be
completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and
download the latest form.
Project Name/Building
Permit No.: 2444 Torrejon Pl ADU
Property Address/APN: 2162401102 -----------------------------
App Ii cant Name/Co.: Diego Lastres ----='--------------------------------
App Ii cant Address: 2444 Torrejon Pl
Contact Phone: 760. 701.2570 Contact Email: diegolas3@gmail.com
Contact information of person completing this checklist (if different than above):
Name:
Company
name/address:
Diego
Applicant Signature: __
B-50
Contact Phone: 7607012570
Contact Email: diegolas3@gmail.com
~ · ____ Date: 12.22.2020
Page 1 of 6 Revised 06/18
City of Carlsbad Climate Action Plan Consistency Checklist
Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project.
For alterations and additions to existing buildings, attach Building Permit Valuation worksheet.
Building Permit Valuation (BPV) from worksheet:$,.,,._ ~~l ~ /J/ lo, ~<j 9 --
Construction Type j Complete Sactlon(s) j Notes:
[!] Residential
D New construction
[!] Additions and alterations:
[!] BPV < $60,000
□ BPV " $60,000
D Electrical service panel upgrade only
□ BPV " $200,000
A high-rise residential building is 4 or more stories, including a
Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor
area is residential use
N/A N/A All residential additions and alterations
1A, 4A 4A 1-2 family dwellings and townhouses with attached garages
only
'Multi-family dwellings only where interior finishes are removed
1A, 4A' 18, 4A' and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed AJ --=0=--N_o_nr_es_id_en_ti_al _________________ -,--_______________ _
D New construction 1 B, 2B, 3B, 4B and 5
D Alterations:
D BPV 2: $200,000 or additions 2: 1,000 18,5 square feet
□ BPV" $1,000,000 1B, 2B, 5 Building alterations of" 75% existing gross floor area
□ "2,000 sq. ft. new roof addition 2B,5 1B also applies if BPV" $200,000
Checklist Item
Check the appropriate boxes, explain al not applicable and exception items, and provide suppo1lng calculations and documentation as necessary.
1. Energy Efficiency
Please refer to Carlsbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for
more information when completing this section.
A D Residential addition or alteration ~ $60,000 building permit valuation. 0 N/A Building Valuation< 60,000$
See CMC section 18.30.190. D Exception: Home energy score" 7
(attach certification)
Year Built Single-family Requirements Multi-family Requirements
13 Before 1978 Select one:
□ Duct sealina [I Attic insulation Meool roof 13 Attic insulation
□ 1978 and later Select one: It lighting package □ Water heating Package
□ Between 1978 and 1991 Select one:
□ Duct sealina EIAttic insulation ~Cool roof
□ 1992 and later Select one:
□Lighting package □Water heating package
M 1 ~ B. D Nonresidential' new construction or alterations" $200,000 building pennit valuation,
!" or additions " 1,000 square feet. □ N/A
Updated 8/15/2019 2
City of Carlsbad Climate Action Plan Consistency Checklist
See CMC 18.21.155 and CALGreen Appendix AS, Division A5.2 -Energy Efficiency.
AS.203.1.1 Choose one: a .1 Outdoor lighting □.2 Warehouse dock seal doors
□ .3 Restaurant service water heating (oomply with California Energy Code section 140.5, as amended) □ N/A ________ _
□ .4 Daylight design PAfs □.S Exhaust air heat recovery
A5.203.1.2.1
Choose one as applicable: 095 Energy budget 0.90 Energy budget □ NIA
AS.211.1"
D On-site renewable energy □ NIA
A5.211.3"
D Green power (if offered by local utility provider, 50% minimum renewable sources) □ NIA
AS.212.1
D Elevators and escalators □ NIA
AS.213.1
D Steel framing □ NIA
• Includes hotels/motels and high-nse residential buildings
"For alterations~ $1,000,000 BPV and affecting > 75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply
with CMG 18.30.130 instead.
2. Photovoltaic Systems
A. D Residential new construction (for low-rise residential building permit applications submitted after 1/1/20). Refer to 2019 California
A. I l:v-Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic · V\-1 requirement (28 below) instead. 2) If project includes Installation of an elecbic heat pump water heater pursuant to CMC 18.30.150(8)
(high-rise residential) or 18.30.170(8) (low-rise residential), increase system size by .3kWdc if PV offset option is selected.
Floor Plan ID (use additional CFA #d.u. Calculated kWdc'
sheets if necessary)
Total System Size:
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.
Exception
□
□
□
□
kWdc
Nonresidential new construction or alterations ~$1,000,000 BPVand affecting ;,75% existing floor area, or addition that increases roof
area by ~,000 square feet. Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to
high-rise residential and hotel/motel buildings.
Choose one of the following methods:
□ Gross Floor Area (GFA) Metihod
GFA:
Olf < 10,000s.f. Enter: 5 kWdc
Min. System Size:
□If;, 10,000s.f. calculate: 15 kWdc x (GFA/10,000) ..
kWdc
.. Round building size factor to nearest tenth, and round system size to nearest whole number.
D Time-Dependent Valuation Method
Updated 8/15/2019 3
City of Carlsbad Climate Action Plan Consistency Checklist
Annual TDV Energy use:••• ______ x .80= Min. system size: _____ kWdc
... Attach calculation documentation using modeling software approved by the California Energy Commission.
3. Water Heating
D Residential and hotel/motel new construction
Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section.
D For systems serving individual dwelling units choose one:
D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise
residential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise
residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential)
D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher
D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
D Exception:
D For systems serving multiple dwelling units. install a central water-heating system with all of the following:
D Gas or propane water heating system D Recirculation system per CMG 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low-
rise residential)
D Solar water heating system that is either:
D .20 solar savings fraction
D .15 solar savings fraction, plus drain water heat recovery
D Exception:
B. 0 Nonresidential new construction
Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section.
D Water heating system derives at least 40% of its energy from one of the following (attach documentation):
D Solar-thermal D Photovoltaics D Recovered energy
□Water heating system is (choose one):
D Heat pump water heater
□ Electric resistance water heater(s)
□Solar water heating system with .40 solar savings fraction
D Exception:
Updated 8115/2019 4
City of Carlsbad Climate Action Plan Consistency Checklist
4. Electric Vehicle Charging
A [!l Residential New construction and major alterations*
Please refer to Carlsbad Ordinance CMC section 18.21.140 when com
'--""·-=0~n,e and two-family residential dwelling or townhouse with attached garage:
One EVSE Ready parking space required Jll Exception :
OMulti-family residential· D Exception·
Total Parking Spaces EVSE Snaces
Proposed Carn>ble Readv Installed
Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number)
EVSE Installed= Total EVSE Spaces x .50 (rounded up to nearest whole number)
EVSE other-Total EVSE spaces -EVSE Installed
(EVSE other may be "Capable," "Ready" or "Installed.")
I Total
I
•Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation~ $60,000
or inciude 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.
B D Nonresidential new construction (includes hotels/motels) D Exception ·
Total Parking Spaces EVSE Soaces
Proposed Caoable I Readv I Installed I Total
I I I
Calculation· Refer to the table below·
Total Number of Parkinq Snaces provided Number of required EV Spaces Number of ronuired EVSE Installed Spaces
□ 0-9 1 1
□ 10-25 2 1
□ 26-50 4 2
□ 51-75 6 3
□ 76-100 9 5 n 101-150 12 6 n 151-200 17 9
17 201 and over 10 percent of total 50 norcent of Reouired EV Soaces
Updated 8/15/2019 5
City of Carlsbad Climate Action Plan Consistency Checklist
5. D Transportation Demand Management (TOM): Nonresidential ONLY
An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TDM plan. If TDM is applicable to your
permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Use
Office (all)2
Restaurant
Retail,
Industrial
Manufacturing
Warehousin
EmpADTfor
first 1,000 s.f.
20
11
8
4
4
4
EmpADTI
1000 s.f.,
13
11
4.5
3.5
3
1
1 Unless otherwise noted, rates estimated from !TE Trip
Generation Manual, 10'"Edilion
2 For all office uses, use SAN DAG rate of 20 ADT/1,000 sf to
calculate employee ADT
, Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
Sample calculations:
Office: 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee AOT
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 Em lo ee 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 TDM plan and understa~ that an approved TDM plan is a condition of permit issuance.
Applicant Signature: --~---·· · 7 ...__ -
,. O?. Zo·>
DateQ\. · CI
Person other than Applicant to be contacted for TOM compliance (if applicable):
Name(Pnnted): _________________ _ Phone Number: _____ _
Email Address: __________________ _
Updated 8/15/2019 6
(city of
Carlsbad
CLIMATE ACTION PIAN ICAP) COMPLIANCE
CAP Building Plan
Template
B-55
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www.carlsbadca.gov
The following demonstrates project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California
Green Building Standards Code (CALGreen), current version. The followin certificate shall be included on the title sheet of all buildin ermits:
1. ENERGY EFFICIENCY APPLICABLE: YES/NO
Complies with CMC 18.30.190
& 18.21.155
Existing Structure, year built: ,,,.e
Prepared Energy Audit?
Energy Score: _____ _
Efficiency Measures included in scope:
2. PHOTOVOLTAIC SYSTEM APPLICABLE: YES/NO
Yes/N/A
Yes/No
Complies with CMC section 18.30.130 and 2019 California Energy
Code section 150.l(c)14 Yes /N/A
Required Provided
Size of PV system (kWdc):
Sizing PV by load calculations Yes/No
If by Load Calculations:
Total calculated electrical load:
80% of load:
Hardship Requested
Hardship Approved Yes/No
Yes/No
3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE:
Complies with CMC sections 18.30.150
and 18.30.1707
Alternative Source:
□ Electric
□ Passive Solar
Hardship Requested
Hardship Approved
Yes/No
Yes/No
4. ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: YES/NO
Complies with CMC
section 18.21.140?
Panel Upgrade?
Total EV Parking Spaces:
No. of EV Capable Spaces:
No. of EV Ready Spaces:
No. of EV Installed Spaces:
Hardship Requested
Hardship Approved
Yes/ N/A
Yes/No
Required Provided
Yes/No
Yes/No
S. TRAFFIC DEMAND MANAGEMENT APPLICABLE: YES/NO
Yes I no
Yes I no
Compliant?
TDM Report on file with city?
YES/NO
PERMIT REPORT
Revision Permit
Print Date: 03/24/2022
Job Address: 2444 TORREJON PL, # 2, CARLSBAD, CA 92009-8033
{city of
Carlsbad
Permit No: PREV2021-0099
Status: Closed -Fina led
Permit Type: BLDG-Permit Revision
2162401102
Work Class: Residential Permit Revish
Parcel#:
Valuation: $0.00
Occupancy Group:
#of Dwelling Units: O
Bedrooms:
Bathrooms:
Project Title:
Track#:
Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check#: CBR2021-0303
Plan Check#:
Description: LASTRES: REVISED STRUCTURAL PAGES TO REFLECT EXISTING CONDITIONS
Applicant:
DIEGO M LASTRES
DIEGO LASTRES
2444 TORREJON PL, 1 2444 TORREJON PL PL,
#1
CARLSBAD, CA 92009
(760) 701-2570
FEE
MANUAL BLDG PLAN CHECK FEE
BUILDING PLAN CHECK REVISION ADMIN FEE
Property Owner:
SPICENEX INC
DIEGO LASTRES
2444 TORREJON PL
CARLSBAD, CA 92009
(760) 701-2570
Total Fees: $297.50 Total Payments To Date: $297.50
Applied: 07/20/2021
Issued: 08/09/2021
Fina led Close Out: 03/24/2022
Inspector: TAlva
Final Inspection:
Balance Due:
AMOUNT
$262.50
$35.00
$0.00
1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov