HomeMy WebLinkAbout1849 HIGH RIDGE AVE; ; CBR2020-1252; PermitBuilding Permit Finaled
Residential Permit
Print Date: 08/20/2021
Job Address:
Permit Type:
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
Bedrooms:
Bathrooms:
Occupant Load:
Code Edition:
Sprinkled:
Project Title:
1849 HIGH RIDGE AVE, CARLSBAD, CA 92008-3760
BLDG-Residential Work Class:
2073841800 Track#:
$118,S05.47 Lot#:
Project#:
Plan#:
Construction Type:
Orig. Plan Check #:
Plan Check#:
Addition
Description: 567 SF ADDITION AT SECOND FLOOR// 400 SF REMODEL (EVSE REQUIRED)
Applicant: Property Owner:
UNIVERSAL BUILDERS INC
ROBERT SOTO
7040 AVENI DA ENCINAS, # 104
CARLSBAD, CA 92011-4653
(760) 473-1660
BETTENCOURT RYAN AND ANN
1849 HIGH RIDGE AVE
CARLSBAD, CA 92008
FEE
BUILDING PERMIT FEE ($2000+)
BUILDING PLAN CHECK FEE (BLDG)
ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION
MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
PLUMBING BLDG RESIDENTIAL NEW/ADDITION/REMODEL
SB1473 GREEN BUILDING STATE STANDARDS FEE
STRONG MOTION-RESIDENTIAL
Total Fees: $1,714.28 Total Payments To Date: $1,714.28
(city of
Carlsbad
Permit No: CBR2020-1252
Status:
Applied:
Issued:
Finaled Close Out:
Inspector:
Final Inspection:
CoApplicant:
UNIVERSAL BUILDERS INC
Closed -Finaled
06/09/2020
09/17/2020
PBurn
08/20/2021
5955 MIRA MESA BLVD, # STE B
SAN DIEGO, CA 92121-4304
(760) 473-1660
Balance Due:
AMOUNT
$693.45
$485.42
$66.00
$175.00
$92.00
$182.00
$5.00
$15.41
$0.00
Please take NOTICE that approval of your project includes the "1mposition11 of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction. 11 You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection
fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov
·--------· _ _. __ --···-----··-··-···
•
{'cicyof
Carlsbad
RESIDENTIAL
BUILDING PERMIT
APPLICATION
B-1
Plan Check C'fe-7WQ--12 '3 2...
Est. Value IIY;7\\
PC Deposit ---------
Date lO-q-U)
Job Address \':bL\-0\ \-\.iPLh. ficlqQ., A-v'1.suite: ___ APN: c;>G')-3(;4-\~
-----s (I 1 CT/Project #: _______________ Lot#: ~ J: f 33
Fire Sprinklers: yes@ Air Conditioning:~ no Electrical Panel Upgrade:G/ no
BRIEF DESCRIPTION OF WORK: _z_~_,J_-_ _c::~_:_/_:v_:r_,y.._~tl'-'-"M:...:::..:...:;;'--'fC...:..l ·_0 _"'--;:_..:, ... ._____,.:.....,::L:.,\N'--.::.c_:U::,J.::...'..c:..._:::.l!...'-::C.' 4._-=i'J--=(!)::...±::c,__'
2 \Ad 1=7l o <> r l ,,.,c.A.JV ru u t=-
D Addition/New: Living SF, Deck SF, Patio SF, Garage SF
Is this to create an Accessory Dwelling Unit? Yes/ No New Fireplace? Yes/ No, if yes how many? __
0-,Bemodel;-\,6 () SF of affected area Is the area a conversion or change of use ? Yes e
0 Pool/Spa: ____ SF Additional Gas or Electrical Features? ------------
□ Solar: ___ KW, ___ Modules, Mounted: Roof/ Ground, Tilt: Yes/ No, RMA: Yes/ No, Battery: Yes/ No
Panel Upgrade: Yes/ No
DK-Reroof: £, roove,, RX'.'.. i s-\i °a-:ti\e-r btf -1---Ce. p Id' o LO j..\.h_ V'Q_W·-h"/'<_ r
D Plumbing/Mechanical/Electrical Only: ________________________ _
D Other: ---------------------------------
APPLICANT (PRIMARY CONTACT)
Name:~~~ Address: ijfefri\~ SA Blvd.
City:~= Oi:': ~ =Zip:~/.Q\
Phone~/2..( )._ _'.;]~ ~ -I vz I, {)
Email: h:s:se rv1Q4--SS: l@~li'X"A; I -~o'M
DESIGN PROFESSIONA)._. \
Name: LD~!} -/1'0\~Y\
Address: \ \'O {., SetDf'v:.\ '5\::-~ 51,, I
City: 'c,nt'1f\i\::P6, State:~ • Zi_F: Cf2..D'2~
Phone: '1 leO -:;),?/)-(o~~ ~·
Email: -------,---=--r--c-=----
Architect State License: & 3½ .JO is
City!.J.....Q.JLJ:;:,!a,~L!:.~~'
Phone: __::==:::..--1.--1,~~~~..L...L!~-----
Email: _,::;~:ct:::GL.£.p.!~dcl.l:2:b~a.!LL~Qr£.L __
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License law
{Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant fof a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}).
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
8-1 Page 1 of 2 Rev. 06/18
•
( OPTION A): WORKERS'COMPENSATION DECLARATION:
I hearby affirm under penalty of perjury one of the following declarations: e I have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit is issued.
gt 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: Insurance Company Name: ______________________ _
Policy No. ______________ Expiration Date: _________ _
□ 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 be come
subject to the workers' compensation laws of California. WARNING: Failure to secure workers compensation coverage ls unlawful, and shall subject an employer to
criminal penalties and civil fines up to $100,000. , in addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code,
interest and attorney's fees. n &-'
CONTRACTOR SIGNATURE: ----I-IALJIL:::;l----"0~ '1t/4,):..._ __________ □AGENT DATE: _____ _
( OPTION B ): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the following reason:
□ 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).
□ 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).
□ I am exempt under Section ________ Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes □ No
2. I (have/ have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/
contractors' license number):
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work):
OWNER SIGNATURE: __________________ □AGENT DATE: _____ _
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: _____________________ _
ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes □ No
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
APPLICANT CERTIFICATION:
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 to enter upon the above mentioned property for inspection purposes. I AL50AGREE TO SAVE, INDEMNIFY AND KEEP
HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, 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 required for excavations over S'O' deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized
by such permit is not commenced within 180days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime
after the work is commenced for a period o~ :=• 1~ ~uildingCode).
APPLICANT SIGNATURE:. j4M__ J.kJJl__ DATE: _______ _
1635 Faraday Ave Carlsbad, CA 92008
8-1
Ph: 760-602-2719 Fax: 760-602-8558
Page 2 of2
Email: Building@carlsbadca.gov
Rev. 06/18
Permit Type: BLDG-Residential Application Date: 06/09/2020 Owner: COOWNER BETTENCOURT RYAN AND
ANN
Work Class: Addition Issue Date: 09/17/2020 Subdivision: CARLSBAD TCT#76-15 UNIT#03
Address: 1849 HIGH RIDGE AVE Status: Closed -Finaled Expiration Date: 11/02/2021
IVR Number: 26809 CARLSBAD, CA 92008-3760
Scheduled
Date
05106/2021
08/1912021
08/20/2021
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector
05/0612021
08/1912021
08/2012021
Checklist Item
BLDG-Building Deficiency
BLDG-Bullding Deficiency
COMMENTS
February 25, 2020: (virtual inspection).
1. no building deficiencies.
2. Insulation size and type installed and
verified installation certificate-approved.
3. Interior drywall type and nailing pattern,
scope of work-approved.
4. Exterior stucco lath paper type and
nailing pattern, with metal weep screed
and silicone caulking (typical)
throughout-approved.
February 19, 2021: canceled insulation and
exterior stucco lath inspection-Per owner
representative Robert Soto.
BLDG-33 Service 156710-2021 Passed Paul Burnette
Change/Upgrade
Checklist Item COMMENTS
BLDG-Building Deficiency
BLDG-Final Inspection 164528-2021 Failed Chris Renfro
Checklist Item COMMENTS
BLDG-Building Deficiency No conlractor on site
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
BLDG-Final Inspection 164 715-2021 Passed Chris Renfro
Checklist Item COMMENTS
BLDG-Building Deficiency
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Eleclrical Final
Friday, August 20, 2021
Reinspection Inspection
Passed
Yes
No
Complete
Passed
Yes
Reinspection Incomplete
Passed
No
No
No
No
No
Complete
Passed
Yes
Yes
Yes
Yes
Yes
Page 4 of 4
Permit Type: BLDG-Residential Application Date: 06/09/2020 Owner: COOWNER BETTENCOURT RYAN AND
ANN
Work Class: Addition Issue Date: 09/17/2020 Subdivision: CARLSBAD TCT#76-15 UNIT#03
Address: 1849 HIGH RIDGE AVE Status: Closed -Finaled Expiration Date: 11/02/2021
IVR Number: 26809 CARLSBAD, CA 92008-3760
Scheduled
Date
02/19/2021
02/22/2021
02/25/2021
Actual Inspection Type
Start Date
Checklist Item
Inspection No.
COMMENTS
Inspection
Status
Primary Inspector
BLDG-Building Deficiency
02/19/2021 BLDG-16 lnsulatlon
Checklist Item
150990-2021
COMMENTS
Cancelled Tony Alvarado
BLDG-Building Deficiency February 19, 2021: canceled insulation and
exterior stucco lath inspection-Per owner
representative Robert Soto.
BLDG-18 Exterior
Lath/Drywall
Checklist Item
150923-2021
COMMENTS
Cancelled Tony Alvarado
BLDG-Building Deficiency February 19, 2021: canceled insulation and
exterior stucco lath inspection-Per owner
representative Robert Soto.
02/22/2021 BLDG-16 lnsulatlon
Checklist Item
151 065-2021
COMMENTS
Passed Paul Burnette
BLDG-Building Deficiency
02/25/2021 BLDG-17 lntorlor
Lath/Drywall
Checklist Item
151412-2021
COMMENTS
Passed Tony Alvarado
BLDG-Building Deficiency February 25, 2020: (virtual inspection).
BLDG-18 Exterior
Lath/Drywall
1. no building deficiencies.
2. Insulation size and type installed and
verified installation certificate-approved.
3. Interior drywall type and nailing pattern,
scope of work-approved.
4. Exterior stucco lath paper type and
nailing pattern, with metal weep screed
and silicone caulking (typical)
throughout-approved.
151562-2021 Passed Tony Alvarado
Friday, August 20, 2021
Reinspection Inspection
Passed
No
Reinspectlon Incomplete
Passed
No
Reinspection Incomplete
Passed
No
Complete
Passed
Yes
Complete
Passed
No
Complete
Page 3 of 4
"''6?t:~"'-'k"'~4!1{ S ".;:£}'.:~¾0 M-';;:?#/$1"7t0i£= ~::i; z~,~ "'~ 1, --~"¾"; .,i;B 1'' 1t -,/ ~y w;j{
, ·.: ·~ · PERM,I;T,INSPECTlON Jl.'Jfe>RY'.fo£.;:(,CIIJl2020~iis2j \ .:: i . .
Permit Type: BLDG-Residential Application Date: 06/09/2020 Owner: COOWNER BETTENCOURT RYAN AND
ANN
Work Class: Addition Issue Date: 09/17/2020 Subdivision: CARLSBAD TCT#76-15 UNIT#03
Status: Closed • Finaled Expiration Date: 11/02/2021
IVR Nurn ber: 26809
Address: 1849 HIGH RIDGE AVE
CARLSBAD, CA 92008-3760
Scheduled
Date
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector Reinspection Inspection
0112512021 01125/2021 BLDG-13 Shear 149013-2021 Failed Tony Alvarado Relnspection Incomplete
Panels/HD (ok to wrap)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency January 25, 2021: (canceled). No
1. Scope of exterior Shear wall panels,
scope of work not ready., due to rain.
BLDG-15 Roof/ReRoof 149014-2021 Failed Tony Alvarado Re Inspection Incomplete
(Patio)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency January 25, 2021: (canceled). No
1. Scope of reroof work not ready., due to
rain.
02/03/2021 02/0312021 BLDG-13 Shear 149743-2021 Passed Tony Alvarado Complete
Panels/HO (ok to wrap)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency January 25, 2021: (canceled). No
1. Scope of exterior Shear wall panels,
scope of work not ready., due to rain.
BLDG-Building Deficiency February 3, 2021: Yes
"No pool deficiencies".
1. Hot mop/shower pan, water leak test.
for upstairs master bathroom remodel,
scope of work -approved.
2. plumbing top-out and vent plumbing lines
and water lines, under a water leak
pressure test, scope of work -approved.
3. Shearwall type, size, and nailing pattern,
scope of work, per structural engineer's
plans and detail specifications-approved.
BLDG-24 Rough/Topout 149806-2021 Passed Tony Alvarado Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency February 3, 2021: Yes
"No pool deficiencies".
1. Hot mop/shower pan, water leak test,
for upstairs master bathroom remodel,
scope of work -approved.
2. plumbing top-out and vent plumbing lines
and water lines, under a water leak
pressure test, scope of work -approved.
3. Shearwall type, size, and nailing pattern,
scope of work, per structural engineer's
plans and detail specifications-approved.
02/12/2021 02/12/2021 BLDG-34 Rough 150507-2021 Failed Paul Burnette Reinspectlon Incomplete
Electrical
Friday, August 20, 2021 Page 2 of 4
Building Permit Inspection History Finaled
{_ City of
Carlsbad
Permit Type: BLDG-Residential Application Date: 06/09/2020 Owner: COOWNER BETTENCOURT RYAN AND
ANN
Work Class: Addition Issue Date: 09/17/2020 Subdivision: CARLSBAD TCT#76-15 UNIT#03
Status: Closed -Finaled Expiration Date: 11/02/2021 Address: 1849 HIGH RIDGE AVE
!VR Number: 26809 CARLSBAD, CA 92008-3760
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
09/18/2020 09/18/2020 BLDG-27 Shower 138744-2020 Passed Pau I Burnette Complete
Pan/Tubs
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
09/25/2020 09/25/2020 BLDG-84 Rough 139423-2020 Partial Pass Peter Orelbelbls Re inspection Incomplete
Combo(14,24,34,44)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-14 No
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout No
BLDG-34 Rough Electrical No
BLDG-44 No
Rough-Ducts-Dampers
09/28/2020 09/28/2020 BLDG-16 lnsulatlon 139428-2020 Partial Pass Peter Dreibelbis Reinspection Incomplete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
10/01/2020 10/01/2020 BLDG-17 Interior 139820-2020 Cancelled Chris Renfro Reinspectlon Incomplete
Lath/Drywall
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
10/02/2020 10/02/2020 BLDG-82 Drywall, 140066-2020 Partial Pass Peter Dreibelbis Reinspection Incomplete
Exterior Lath, Gas Test,
Hot Mop
Checklist Item COMMENTS Passed
BLOG-Building Deficiency No
BLDG-17 Interior Lath-Drywall No
BLDG-18 Exterior Lath and No
Drywall
BLDG-23 Gas-Test-Repairs No
11/30/2020 11/30/2020 BLDG-11 144942-2020 Passed Peter Dreibelbis Complete
Foundatlon/Ftg/Plers
(Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
Friday, August 20, 2021 Page 1 of 4
Carlsbad CBR2020-1252
6/22/2020
( City of
Carlsbad
SPECIAL INSPECTION
AGREEMENT
B-45
Development Services
Building Dl11islon
1635 Faraday Avenue
760-602·2719
www.carlsbadca.gov
In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed
requires special Inspection, structural observation and construction material testing.
CBR2020-1252
ProjecVPermit: ----------
A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check II you are Owner-Builder
□. (II you checked as o~Q·f)~rf yS'OtQt also complete Section B ol this agreement )
Name. (Please pnnt...._ ____________________ ~~----------
5955 l\fflta Mesa Blvd. SL!lte B San DIEGO, e !A. 92121
Mailing Addres .... ·~-------------------------------hsservices51@gmail.com 760-4 73-1660 Email_· ______________________ Phone_· _________ _
I am· □Property Owner OProperty Owner's Agent of Record □Architect of Record □Engineer of Record
State of California Registration Numbe_· ____________ Expiration Date: _______ _
AGREEMENT: I, the undersigned, declare under penalty of perJury under the laws of the State of California, that I have read,
understand, acknowledge and promise lo comply with the City of Carlsbad requirements for special inspections, structural
observations, construction materials testing and off-site fabrication of building components, as prescribed in the statement of
special Inspections n the approve plans and, as required by the California Building Code. ~ Date: 7/13/2020 Slgnatur ·
B. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the
contractor I builder / owner-builder.
HOME BUILDER SERVICES
Contractor's Company Name:""".,_,,......,.....,....,, ..... ..,...,-----------Please check~ you are Owner-Butl<ler n ROBERT SOTO
Name: (Please pnnt) -59~5~5,..........M .... t....,R'""A,_,M.....,..E..,.S ..... A.-.-.B..-L,...,V""'O.-!"..,.S .... O.,...l .... l .,...E,_,B-.-..S ...... A ..... N..-.-.D....,l ..... liie..,....,O--.--, C.....-.-A-. ""'9-2.,...,12=1
Mailing Ad9ress:_~----,--:r...,....----~.------------------------nsserVIC9S gmaI .com
Emall: ______________ ....,....,,..,.....,cm-.-.-----Phone_·----~~~~~-1 062350 1/14/2025
State of California Contractor's License Number _________ Expiration Date: ______ _
• I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on
the approved plans;
• I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the
building official;
• I will have in-place procedures for exerc1s1ng control within our (the contractor's) organization. for the method and
frequency or reporting and the distribution or the reports: and
• I certify that I wil have a qualified person within our (the contractor's) organization to exercise such control.
• , w111 proy1ge , an,1 report t letter tn comp11ance with csc section 7 lP:i 7 2 prior to reaues«na oa,t
Inspect/~ / ~ jl ~
Signature· ~ ~ Date: __ 7_/1_3_/_2_0_2_0 __
B-<45 Page 1 of 1 Rev 08/11
0
DATE: 7/22/2020
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2020-1252
✓• EsG1I
SET: II
PROJECT ADDRESS: 1849 High Ridge Avenue
PROJECT NAME: Addition and Remodel for Bettencourt Res.
s/4.PPLICANT
/ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's codes.
~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
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 contacted7/Ji/2{)(bQ.m) Email:
Mail Telephone Fax In Person
REMARKS: Soil's report requirement has been waived for this project. Per Jason Pasuit. S.1/11
values from original project appear to have been used. Engineer of record and agent Logan
Anderson to take responsibility for foundation design.
By: Richard Moreno
EsGil
7/15/2020
Enclosures:
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
•
DATE: 6/22/2020
JURISDICTION: Carlsbad
PLAN CHECK#.: CBR2020-1252
✓• EsG1I
A SAFf-owlt Crnnp,;ny
SET I
PROJECT ADDRESS: 1849 High Ridge Avenue
PROJECT NAME: Addition and Remodel for Bettencourt Res.
□ APPLICANT
□ JURIS.
D The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's 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 plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
[8J 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.
[8J The applicant's copy of the check list has been sent to:
Robert Soto
D EsGil staff did not advise the applicant that the plan check has been completed.
[8J Es Gil staff did advise the applicant that the plan check has been completed.
Person contacted: Robert Soto Telephone#: (760) 473-1660
Date contacted: (by: ) Email: hsservices51@gmail.com
Mail Telephone Fax In Person
0 REMARKS:
By: Richard Moreno
EsGil
Enclosures:
6/11/2020
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
..
Carlsbad CBR2020-1252
6/22/2020
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK#.: CBR2020-1252 JURISDICTION: Carlsbad
PROJECT ADDRESS: 1849 High Ridge Avenue
FLOOR AREA:
Addition: 567 sq-ft
Remodel: 400 sq-ft
Patio Cover: 410 sq-ft
REMARKS:
DA TE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 6/22/2020
FOREWORD (PLEASE READ):
STORIES: 2
HEIGHT: 22-ft
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 6/11/2020
PLAN REVIEWER: Richard Moreno
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 2018 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 CBR2020-1252
6/22/2020
PLANS
1. The following note should be given with each correction list:
Please make all corrections, as requested in the correction list. Submit FOUR new
complete sets of plans for commercial/industrial projects (THREE sets of plans for
residential projects). 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 Ti"i!J. 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.
2. All sheets of plans must be signed by the person responsible for their
preparation. (California Business and Professions Code).
3. Plans deviating from conventional wood frame construction shall have the
structural portions signed and sealed by the California state licensed engineer or
architect responsible for their preparation, along with structural calculations.
(California Business and Professions Code).
4. On the cover sheet of the plans, specify any items that will have a deferred
submittal (trusses, fire sprinklers/alarms, etc.). Additionally. provide the following
note on the plans: "Submittal documents for deferred submittal items shall be
submitted to the registered design professional in responsible charge, who shall
review them and forward them to the building official with a notation indicating
that the deferred submittal documents have been reviewed and that they have
been found to be in general conformance with the design of the building. The
deferred submittal items shall NOT be installed until their design and submittal
documents have been approved by the building official."
GENERAL RESIDENTIAL REQUIREMENTS
5. Door 24 is not listed on door schedule.
6. Several callouts on 2nd floor addition have question marks on them.
Carlsbad CBR2020-1252
6/22/2020
7. Glazing in the following locations should be shown on the plans as safety glazing
material in accordance with Section R308.4:
a) Glazing in the walls/doors facing or containing bathtubs, showers, where the
bottom exposed edge of the glazing is less than 60" above the standing
surface. see window 19 at M. Bathroom.
8. Provide reference sheets for all section callouts.
9. Eave overhangs less than 5-ft, but not closer than 2-ft, from the property line
must be 1 hr rated eaves. except:
• May be reduced to O hours on the underside of the projection if fire blocking is
provided from the wall's top plate to the underside of the roof sheathing.
c Heavy timber or fire-retardant treated wood may be substituted for the 1-hour
on the underside.
10. Interior guards (Section R312):
a) Shall be provided for those portions of open-sided walking surfaces that
are located more than 30" above the floor or grade below.
b) Shall have a height of 42" (may be 34" along the sides of stairs).
c) Openings between railings shall be less than 4". The triangular openings
formed by the riser, tread and bottom element of a guardrail at a stair shall
be less than 6".
d) Shall be detailed to show capability to resist a concentrated load of 200
pounds in any direction along the top rail and 50 psf for infill components.
Calculations may be required. Table R301.5.
e) Glass Guards:
i) Guards with structural glass baluster panels shall be installed with
an attached top rail or handrail. The rail shall be supported by not
less than 3 glass baluster panels or shall be otherwise supported to
remain in place should one baluster panel fail. Exception: An
attached handrail or top rail is not required where the glass baluster
panels are laminated glass with two or more glass plies of equal
thickness and of the same glass type. Section R308.4.4.
ii) Glazing used in handrails shall be designed with a factor of safety
of 4. Table R301.5.
ROOFS/DECKS/BALCONIES
11. Roofing material with ESR 1900 is no longer valid. See roof material notes on
A104.
12. Dimension step shown at proposed M. Bedroom. R311.7
Carlsbad CBR2020-1252
6/22/2020
CONCRETE AND MASONRY
13. Show height and construction details of all masonry or concrete retaining walls.
Section R404.
STRUCTURAL
14. Provide truss details and truss calculations for this project. Specify truss
identification numbers on the plans.
15. Please provide evidence that the engineer-of-record (or architect) has reviewed
the truss calculation package prepared by others (i.e., a "review" stamp on the
truss calculations or a letter). CBC Section 107.3.4.1.
16. Detail 5/S8 shows incomplete roof framing. How will the existing roof framing
connect at loft area?
17. Detail 2/S-8sim reference at new truss framing. Is there continuous shear panels
being proposed? this condition is not similar enough to be used as reference.
18. If existing holdowns land on the new beams, FB-1, FB-4, etc. include seismic
compression loads at the calculations for beams supporting upper level
discontinuous shear walls (Type 4 Horizontal Irregularity), seismic load effects
must include overstrength per ASCE 7-16 § 12.3.3.3. Additionally, please provide
details showing how holdowns are to be installed at the discontinuous
shearwalls.
19. Provide structural calculations for surcharged fooling from retaining wall.
20. Provide structural information for new interior guards shown on plan.
21. All new additions, require a soils report. An update letter is required if the report is
more than 3 years old. If a room addition is less than 500 sq. ft. in area and only
one story, then a soils report is not required. The 500 sq. ft. limitation need not
include any covered patios, covered decks, etc. The maximum allowable soil
bearing value used in any design must be 1500 psf for this exception. Carlsbad
has ruled that a stand-alone accessory dwelling unit, if under 500 square feet, may
also qualify for this exception.
22. Provide a copy of the project soil report. The report shall include foundation
design recommendations based on the engineer's findings and shall comply with
Section R401.4.
Carlsbad CBR2020-1252
6/22/2020
23. The soils engineer recommended that he/she review the foundation excavations.
Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building
official in writing that:
a) The building pad was prepared in accordance with the soils report,
b) The utility trenches have been properly backfilled and compacted, and
c) The foundation excavations, the soils expansive characteristics and
bearing capacity conform to the soils report."
24. Provide a letter from the soils engineer confirming that the foundation plan,
grading plan and specifications have been reviewed and that it has been
determined that the recommendations in the soils report are properly
incorporated into the construction documents (when required by the soil report).
25. Show distance from foundation to edge of cut or fill slopes ("distance-to-daylight")
and show slope and heights of cuts and fills. Section R403.1.7.
26. Note on plans that surface water will drain away from building and show drainage
pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section
R401.3.
MECHANICAL
27. Show on the plans the location, type and size (Stu's) of all heating and cooling
appliances or systems.
28. Every dwelling unit shall be provided with heating facilities capable of maintaining
a room temperature of 68 degrees F at a location 3 feet above the floor and 2
feet from exterior walls in all habitable rooms. Show basis for compliance. CRC
303.10.
29. Specify on the plans the following information for the fireplace(s):
a) Manufacturer's name/model number and ICC approval number, or equal.
b) Show the height of the factory-built chimney above the roof and the
horizontal clearances per listing approval. Chimneys shall extend at least
3' above the highest point where it passes through a roof and at least 2'
higher than any portion of a building within a horizontal distance of 10 feet.
CMC Section 802.5.4.
c) Note on the plans that approved spark arrestors shall be installed on all
chimneys. CRC Section R1003.9.2.
Carlsbad CBR2020-1252
6/22/2020
d) Decorative shrouds shall not be installed at the termination of chimneys
for factory-built fireplaces, except where such shrouds are listed and
labeled for use with the specific system and installed in accordance with
the manufacturer's installation instructions. Section CRC 1004.3.
30. Factory-Built chimneys which require a minimum clearance to insulation must be
provided with an insulation shield of minimum thickness 26 gage steel installed to
2" above the insulation. Per R1005.8.
31. 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.
CITY REQUIREMENT
32. Overflow roof drains shall terminate in an area where they will be readily visible
and will not cause damage to the building. If the roof drain terminates through a
wall, the overflow drain shall terminate 12" minimum above the roof drain. Policy
84-35.
33. No wiring is permitted on the roof of a building and wiring on the exterior of a
building requires approval by the Building Official. (City Policy
34. Condominium units, either R-1 or postage stamp R-3's, less than 1,000 sq. ft. must
have minimum 60 amp service and those over 1,000 sq. ft. must have minimum
100 amp service (City Policy 83-33)
35. Roof coverings, other than wood shakes and shingles, shall be Class A.
For the following types of projects, a minimum of one "EVSE (Electric Vehicle Supply
Equipment) ready space" shall be installed:
• New one-and two-family dwellings
• Townhouse style with attached garages
• Major residential renovations (defined as renovations/additions having a
valuation of $60,000 or more)
• Any project with an electrical service upgrade (including upgrades for PV
installation)
The "EVSE ready space" shall have the following: Panel capability, 40A 2 pole breaker,
1" raceway, No. 8 conductors installed to the anticipated charger location.
Carlsbad CBR2020-1252
6/22/2020
Major exceptions: 1. ADU's without additional parking are exempted. 2. Renovations
that do not include an electrical upgrade do not require the panel capability or the 40A
breaker. Check with the City for complete information.
36. If CalGreen requires a Waste Management Plan from the City
37. If special inspection is required, the designer shall complete the city's "Special
Inspection Agreement" found at the end of this list.
MISCELLANEOUS
38. To speed up the review process, note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc.
39. Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly
describe them and where they are located in the plans.
• Have changes been made to the plans not resulting from this correction list?
Please indicate:
Yes □ No □
40. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Drive,
Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to
perform the plan review for your project. If you have any questions regarding
these plan review items, please contact Richard Moreno at EsGil. Thank you.
. '
Carlsbad CBR2020-1252
6/22/2020
[DO NOT PAY-THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Richard Moreno
PLAN CHECK#.: CBR2020-1252
DATE: 6/22/2020
BUILDING ADDRESS: 1849 High Ridge Avenue
BUILDING OCCUPANCY: R-3/U
BUILDING I AREA I Valuation Reg. VALUE ($)
PORTION (Sq.FL) Multiplier
Addition 567 141.76
remodel 615 46.51
Patio Cover 410 12.33
reroofing 10 446.86
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code cb ByOrdimmce
1997 UBC Building Permit Fee ···:·1 •'-1
r 'J'iJ .~£\ :
1997 USC Plan Check Fee ;~
I AftM:
Type of Review: [;;] Complete Review
D Repetitive Fee ;,,, • Repeats .. ~
0 Other
□ Hourly
EsGIIF-
Mod.
D Structural Only
1-------tlHr.@ •
comment~: ... · ....... · .......... · In adGIJtipn to the above ~e. an additional fee>of $
$ ' ···,•.· ltJt}Jor:tl'le Cat<Bi-eiih··review.
80,378
28,604
5,055
4,469
118,505
$450.781 /
is due ( hour@
Sheet 1 of 1
tA cos1·A
EINGIINEERING
2226 FARADAY AVENUE
CARLSBAD, CALIFORNIA 92001
TEL 760-931•0290 FAX 438-5251
manv_montQome:ryOyahoo.com
CIVIL • STRUCTURAL
MECHANICA L• PETRO LE UM
STRUCTURAL CALCULATIONS
PROJECT:
ENGINEER:
BETTENCOURT ADDITION
1849 HIGH RIDGE A VE.
CARLSBAD, CA 92008
MARTELL B. MONTGOMERY
R.C.E. 50344 EXP. 6-30-21
DA TE: MAY 8, 2020
REV. DATE: JULY 3, 2020
DESIGN LOADS: 2019 CBC, 2018 IBC
Roof:
18 psf DL
20 psf LL
32 psf TL
Seismic Properties:
Floor:
10 psf DL
40 psf LL
50 psf TL
Seismic Design Category: D
Risk Category II
I= 1
R= 6.5
Ss: 1.015
s,: 0.369
Site Class: D
F.: 1.200
Fv: 1.931
Sos: 0.812
Sm: 0.475
Exterior Wall:
15 psf DL
Interior Wall :
8 psfDL
Wind Properties:
Envelope Procedure: 28.1
Exposure B
I =1.0
3-s Gust Wind Speed: 96 mph
Pmin= 8 psf Roof
16 psf Floor
>-1--0
2018 NOS MATERIAL SIZE -STRUCTURAL PROPERTIES
DOUGLAS FIR-LARCH (OF, DF-L)
4x BEAMS & 6x BEAMS & LIGHT FRMING
POSTS-#2 POSTS-#1 RRS, JOISTS-#2 STUDS
E= 1.6E+06 psi E= 1.6E+06 psi E= 1.6E+06 psi E= 1.4E+06 psi
f= V 180 psi f= V 170 psi f= V 180 psi f= V 180 psi
f,= 1350 psi f= C 1000 psi f= C 1350 psi f= C 850 psi
fc-1-= 625 psi fc-1-= 625 psi fc-1-= 625 psi fc-1-= 625 psi
t,= 575 psi t,= 675 psi t,= 575 psi t,= 450 psi
f,= 900 psi t,= 1350 psi t,= 900 psi t,= 700 psi
2XMEMBERS 4XMEMBERS 6XMEMBERS
2x4 4x4 6x4
A= 5.3 in2 A= 12.3 in2 A= 19.3 in2
S = 3.1 in3 S = 7.1 in3 S= 11.2 in3
I= 5.4 in4 I= 12.5 in4 I= 19.7 in4
2x6 4x6 6x6
A= 8.3 in2 A= 19.3 in2 A= 30.3 in2
S = 7.6 in3 S= 17.6 in3 S = 27.7 in3
I= 20.8 in4 I= 48.5 in4 I= 76.3 in4
2x8 4x8 6x8
A= 10.9 in2 A= 25.4 in2 A= 39.9 in2
S= 13.1 in3 S = 30.7 in3 S = 48.2 in3
I= 47.6 in4 I= 111.1 in4 I= 174.7 in4
2x10 in2 4x10 6x10
A= 13.9 in3 A= 32.4 in2 A= 50.9 in2
S = 21.4 in4 S = 49.9 in3 S= 78.4 in3
I= 98.9 I= 230.8 in4 I= 362.7 in4
2x12 in2 4x12 6x12
A= 16.9 in3 A= 39.4 in2 A= 61.9 in2
S = 31.6 in4 S = 73.8 in3 S= 116 in3
I= 178 I= 415.3 in4 I= 652.6 in4
2x14 4x14 6x14
A= 19.9 in2 A= 46.4 in2 A= 72.9 in2
S = 43.9 in3 S= 102.4 in3 S= 160.9 in3
I= 290.8 in4 I= 678.5 in4 I= 1066.2 in4
4x16 6x16
A= 53.4 in2 A= 83.9 ln2
S= 135.7 in3 S = 213.2 in3
I= 1034 in4 I= 1625.5 in4
STRUCTURAL CALCULATIONS
VERTICAL
ROOF
NOTE: MANUFACTURED TRUSSES DESIGNED AND CONSTRUCTED BY OTHERS
HEADERS:
HEADERS (BATH 1, BATH 2):
L=i3.2lft
w= ~ lb/ft
TRY ... 4x4
I= 12.5 in4
4 1'1,, =5wL /(384EI)= 0.045 in
1 /(6Tc/L)= 800 >240?
HEADER (BDRM 3):
L=C=:iJft
w= [::::iii_] lb/ft
TRY ... 4x4
I= 12.5 in4
liTL =5wL 4/(384EI)= 0.080 in
1/(LiTc/L)= 749 >240?
V=wU2= 741 lb
M=wL2/8= 556 ft-lb
Lice =LL( 6Tc)/TL=
1/(6,,/L)=
YES fl□L =fiTc-liLL =
V=wl/2= 285 lb
M=wL2/8= 356 ft-lb
flee =LL(flTc)/TL=
1/(6,,/L)=
YES Lio, =6Tc-6,, =
AR=1.5(V)/f,= 6.18 in2
SR=M/(f,*CF*C□i= 4.0 in3
Co=~
CF= 1.5
0.024 in
1519 >360? YES
0.021 in I USE
AR=1.5(V)/f,= 2.38 in2
SR=M/(f,*CF*C□i= 2.5 in3
Co=~
CF= 1.5
0.042 in
1422 >360? YES
0.038 in I USE
3
4x4
4x4
HEADER (BDRM 3):
L=Sft
143
399
322
1854
L,= 1.5
L2=
RR=[(w1)(L1)2 + (P)(L1) + (w2)(L2)(L1+L2/2)]/(L1+L2)=
3.5
R, =(w1 )(L,) + P + (w2)(L2) -RR=
lb/ft
lb/ft
lb/ft
lb
ft
ft
wo,=~8
w,,= 20
wr,= 38
Girder Truss
1496 lb
1969 lb
Po,= ~8 psf
P,,= 20 psf
Pr,= 38 psf
Vmax=
Mmax=
1969 lb
2792 lb-ft
AR=1.5(V)ifv= 16.4 in2 < 32.4 OK
TRY ... 4 X 10
E= 1.6E+O6
I= 230.8
w6r,= 0.01
6r, = 0.03
1/(6r,/L)= 1721
6,, =LL(6rL)/TL= 0.02
1/(6,,/L)= 3270
60, =6r,-6,, = 0.02
HEADERS (MBATH, CLOSET):
L=~ft
w= ~ lb/ft
TRY ... 4x4
I= 12.5 in4
4 6r, =5wl /(384EI)= 0.020 in
1/(6r,/L)= 1497 >240?
HEADER (MBA TH):
L=C=:i]ft
w= ~ lb/ft
TRY ... 4x6
I= 48.5 in4
4 6r, =5wl /(384EI)= 0.019 in
1 /(6r,/L)= 3094 >240?
SR=M/(fbCeCoi= 22.9 in3 < 49.9 OK
psi
in4
in P6rL =
in
>360? YES
in
>480? YES
in USE
V=wl/2= 570 lb
M=wl2/8= 356 ft-lb
0.02 in
4x 101
AR=1.5(V)ifv= 4. 75 in2
SR=M/(fb *Ce*Coi= 2.5 in3
Co=~
CF= [ii]
6,, =LL(6rL)/TL= 0.011 in
1/(6,,/L)= 2844 >360? YES~----~
-lusE YES f',,DL :,6._TL-f',,LL = 0.009 in 4x4
V=wl/2= 268 lb AR=1.5(V)ifv= 2.23 in2
M=wl2/8= 334 ft-lb SR=M/(fb*CF*Coi= 2.7 in3
Co=~
CF= 1.3
6,, =LL(6rL)/TL= 0.010 in
1/(6,,/L)= 5879 >360? YES
YES 60, =6r,-6,, = 0.009 in I USE 4x6
HEADER (MBDRM):
L=~ft
w= ~ lb/ft
TRY ... 4x 10
I= 230.8 in4
ilrL =Swl 4/(384EI)= 0.114 in
1/(ilrL/L)= 844 >240?
FLOOR
(N) FLOOR JOISTS (FAMILY RM):
L=~ft
w= c::=:fil lb/ft
V=wl/2=
M=wl2/8=
TRY ...
251.3 lb
471.1 ft-lb
2 X 10
V=wl/2= 1824 lb Aa=1.5(V)/f,= 15.20 in2
M=wl2/8= 3648 ft-lb Sa=M/(fbCF*Coi= 29.9 in3
Co=~
CF= 1.3
YES
ilLL =LL(ilrd!TL=
1/({lLL/L)=
iloL =ilrL-{lLL =
~~=~
CF=~
0.060
1603
0.054
Aa=1.5(V)/f,= 2.09 in2
Sa=M/(f,.Co·C~CF)= 5.0 in3
1/({lTL/L)= 2986 <360?
in
>360? YES
in I USE
I=
4 ilrL =5wl /(384EI)=
98.9 in4
0.030 in ilLL =LL(ilrL)ITL= 0.024 in
1/(ilLL/L)= 3732 <480? YES
iloL =ilrL-ilLL 0.006 in
,...I .::.u:....s_E __ 2_x_1_0 __ a_t_1_6_o __ c-.----,
(N) FLOOR JOISTS (OUTDOOR LIVING):
L<=~ft V=wl/2= 469 lb
w= 67 lb/ft M=wl2/8= 1642 ft-lb
TRY ... 14TJl110 Va= 1860 lb OK
El= 392 in4 Ma= 3740 lb-ft OK
K= 4.5 Ra= 910 lb OK
d= 14 in
ilrL=22.5wl4/EI + 12wl2/Kd(105)= 0.17 in
1 /(1'.irL/L)= 973 <360? YES
ilLL =LL(ilrL)ITL= 0.14 in
1/(ilLL/L)= 1216 <480? YES
iloL =ilrL-ilLL 0.03 in
I USE 14TJl110 at 16 o.c.
4x 10
ESR-1153 I Most Widely Accepted and Trusted Page 5 of 20
TABLE 3-REFERENCE DESIGN VALUES FOR TJI JOISTS'•'·'
REFERENCE DESIGN VALUES
END REACTION ~. (lbs.)'•'•' INTERMEDIATE REACTION R,,; (lbs.)'·'·'
Joist Joist 13/4" 31/2" Nails 31/2" 51/4" Nails
Depth Welght!8! Moment Shear El 21/z'' Req'd 5'!,/'(7) 7" (7) Req'd
(in.) (plf) M• v. X 106 K for for
(ft.-lbs.)191 (lbs.) lbs.-in.2 Bearing Length Bearing Length Web Bearing Length Bearing Length Web
Web Stiffeners Web Stiffeners Stiff. Web Stiffeners Web Stiffeners Stiff.
NO YES NO YES NO YES NO YES
TJl110
gl/2 2.3 2500 1220 157 4.5 910 NA 1220 NA NA 1935 NA 2350 NA NA
117/a 2.5 3160 1560 267 4.5 910 1225 1375 1560 3-8d 1935 2295 2350 2705 3-8d
14 2.8 3740 1860 392 4.5 910 1225 1375 1735 3-8d 1935 2295 2350 2705 3-8d
16 3.0 4280 2145 535 4.5 910 1225 1375 1735 3-8d 1935 2295 2350 2705 3-8d
TJl210
gt/2 2.6 3000 1330 186 4.5 1005 NA 1330 NA NA 2145 NA 2565 NA NA
11 7/s 2.8 3795 1655 315 4.5 1005 1365 1460 1655 3-8d 2145 2505 2565 2925 3-8d
14 3.1 4490 1945 462 4.5 1005 1365 1460 1815 3-8d 2145 2505 2565 2925 3-8d
16 3.3 5140 2190 629 4.5 1005 1365 1460 1815 3-8d 2145 2505 2565 2925 3-8d
TJl230
91'2 2.7 3330 1330 206 4.5 1060 NA 1330 NA NA 2410 NA 2790 NA NA
117/s 3.0 4215 1655 347 4.5 1060 1420 1485 1655 3-8d 2410 2765 2790 3150 3-8d
14 3.3 4990 1945 509 4.5 1060 1420 1485 1840 3-8d 2410 2765 2790 3150 3-8d
16 3.5 5710 2190 691 4.5 1060 1420 1485 1840 3-8d 2410 2765 2790 3150 3-8d
TJl360
91/2 2.7 4790 1425 249 4.5 1080 NA 1425 NA NA 2460 NA 3000 NA NA
11 7/8 3.0 6180 1705 419 4.5 1080 1440 1505 1705 3-8d 2460 2815 3000 3360 3-8d
14 3.3 7335 1955 612 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d
16 3.5 8405 2190 830 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d
18 3.7 9465 2425 1085 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d
20 4.0 10515 2660 1376 4.5 1080 1440 1505 1865 3-8d 2460 2815 3000 3360 3-8d
TJl560
91/2 3.6 7355 1670 378 5.3 1265 NA 1670 NA NA 3000 NA 3455 NA NA
117/a 4.0 9500 2050 636 5.3 1265 1740 1725 2050 3-16d 3000 3475 3455 3930 3-16d
14 4.2 11275 2390 926 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d
16 4.5 12925 2710 1252 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d
18 4.8 14550 3030 1631 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d
20 5.1 16165 3345 2064 5.3 1265 1740 1725 2200 3-16d 3000 3475 3455 3930 3-16d
TJl560D
91/2 3.8 7415 1740 381 5.3 1400 NA 1740 NA NA 3350 NA 3965 NA NA
11 7/s 4.2 9605 2255 643 5.3 1400 1875 1885 2255 3-16d 3350 3825 3965 4440 3-16d
14 4.5 11430 2540 940 5.3 1400 1875 1885 2355 3-16d 3350 3825 3965 4440 3-16d
16 4.7 13115 2810 1273 5.3 1400 2030 1885 2515 4-16d 3350 3980 3965 4600 4-16d
18 5.0 14785 3080 1661 5.3 1400 2030 1885 2515 4-16d 3350 3980 3965 4600 4-16d
20 5.3 16435 3345 2105 5.3 1400 2190 1885 2675 5-16d 3350 4140 3965 4755 5-16d
22 5.6 18075 3615 2606 5.3 NA 2345 NA 2830 6-16d NA 5090 NA 5705 11-16d
24 5.8 19700 3400 3165 5.3 NA 2345 NA 2830 6-16d NA 5405 NA 6020 13-16d ' 26 6.1 21315 3400 3783 5.3 NA 2450 NA 2990 7-16d NA 618fi7J NA 679571 14-16d
28 6.4 22915 3400 4463 5.3 NA 2450 NA 3145 8-16d NA 6335''1 NA 680d,, 15-16d
30 6.6 24510 3400 5205 5.3 NA 2450 NA 3145 8-16d NA 6655''1 NA 680d'1 17-16d
See notes at the end of the table.
CHECK (E) FLOOR BEAM (FAMILY RM):
For we, 50 KSI (ASD, AISC)
w
lIIIII}IIJ
RL R,
L=[::::ii]ft
w=~ lb/ft
Woe= 105 lb/ft
Wee= 420 lb/ft
Wrc = 525 lb/ft
V=wl/2= 4463 lb
M=wL2/8= 18966 ft-lb
TRY ... W8x35 Check Compact Section: Table 3-2
E= 2.9E+07 psi Lb = 1.33 ft
I= 127 in4 L,= 7.17 ft
S= 31.2 in3 L, = 27 ft
F,= 50 ksi Is Lb< L,? YES
Is Lb< L,? YES
Check Allowable Flexural Strength: M,,,ob= 86.6 k-ft Table 3-2
Is M,,mb > M,? 86.6 k-ft > 19.0 k-ft OK
Check Deflection:
lire= 0.27 in
1 /(llrc/L)= 762 >240? YES
lice =LL(llrc)/TL= 0.21 in
1/(llcc/L)= 952 >360? YES
lloc=llrc-llcc 0.05 in OK
USE Exist. W8x35
CHECK (E) FLOOR BEAM (KITCHEN/FAMILY RM):
L= 16.5 ft
For we, 50 KSI (ASD. AISC)
Wz=
509
67
255
lb/ft
lb/ft
lb/ft
WavQ DL= 119 Poe=
WavQLL = 136 Pee=
Wavr:iTL= 255 Pre=
1061
3758
4819 .1.~,,1111111 WAvG=
P= 4819 lb Exist. Steel Beam, Post abv.
L1=
L2=
RR=[(w1)(L1)2 + (P)(L1) + (w2)(L2)(L,+Lz/2)]/(L,+L2)=
Rc=(w1)(L1) + P + (w2)(L2)-RR=
7
9.5
ft
ft
3253 lb
5765 lb
psf
psf
psf
Vmax= 5765 lb
Mmax= 27885 lb-ft
TRY ... W8x35 Check Comi;1act Section: Table 3-2
E= 2.9E+07 psi L, = 7 ft
I= 127 in4 Lp = 7.17 ft
S= 31.2 in3 Lr= 27 ft
F,= 50 ksi Is L,< Lp? YES
Is L, < Le? YES
Check Allowable Flexural Strength: Mp,/0,= 86.6 k-ft Table 3-2
Is Mp,mb > Ma? 86.6 k-ft > 27.9 k-ft OK
Check Deflection:
WLITL = 0.12 in Pih,= 0.21 in
/\Tc= 0.33 in
1/(/\Tc/L)= 606 >360? YES
11,, =LL(/\TL)/TL= 0.23 in
1 /(11,,/L)= 874 >480? YES
Ll □L =/\Tc-1\LL = 0.10 in USE Exist. W8x35
FLOOR BEAMS:
FB-1 {OUTDOOR LIVING):
L=~ft V=wl/2= 3620 lb
w= 381 lb/ft M=wl2/8= 17193 ft-lb
TRY ... 7 x 14 2.0E PSL
Va= 18945 lb
Ma= 54325 ft-lb
I= 1601 in4
/\Tc =5wl 4/(384EI)= 0.349 in
1/(/\Tc/L)= 653 >360? YES
11,, =LL(/\TL)/TL= 0.128 in
1/(/\,,/L)= 1777 >480? YES
llo, =/\Tc-/\,,= 0.221 in USE 7 x 14 2.0E PSL
DESIGN PROPERTIES
Allowable Design Properties<n (100% Load Duration)
Depth
Grade Width Design Property_ 5½"
43/a"· 5½" Plank 7¼" 85/a" 9¼" 9V1" 11¼" 111/1" 14" 16" 18" 20"
Orientation
! I. r, I'
Moment (ft-lbs) l.73i 2,685 1.780 4,550 6,335 . 10,520 ' ·-lJj.Q_ + Shear (lbs) _ 4,340 5,455 ~ 7,190 8,555 9,175 11,155 -
1.JE 3V1" Moment of Inertia (in.•) 24 49 20 111 187 231 415 --------t Weight (plf) 4.5 5.6 I 5.6 : 7.4 8.8 : 9.4 ' 11.5 j ' j
Moment (ft-lbs) 4,9~0 5JIQ 7,~~ I,~?._s 10,920 ' 1_4,090
P/4" Shear (lbs) 3,3~5 3,4~~ 4,07.Q 4,295 }._o~s-5,785
Moment of Inertia (in.•) 115 125 208 244 400 597
1.55E Weight (plf) 5.1 5.2 6.2 6.5 7.7 8.8
Moment (ft-lbs) 9:9□5 ., 10,420 14,390 15,955 21,840. 28,180
3111" Shear (lbs) -_6,690 -f-6,870 8,140 8,590 10,125 11,575
Moment of Inertia (in.') 231 250 415 488 800 1,195
Wei2ht (plf) -!OJ 10A ---17.5 I 12.3 13 15.3
·.:·: .: ,., ·" ...... w-: .•. ,·-~ ,:~ ·.'. ,", •::•rc.1,?:•:::· _7", ' '"· ,. ·-j ~ ... ,: , " , .~·N .. '1:-::,s.~,-.:.;", -~
Moment (ft-lbs) ?.J~5 ! 3,555 5,600 I 5,885 8,070 8,925 I 12,130 ' 15,555 1 19,375 ) _23,580 .
2.0E 1¾" Shear (lbs) 1,830 ~410 3,075 l~ ~ 31~0 ~5§ ~10 _5_,!l~ 6,650
Moment of Inertia (in.') 24 56 115 125 208 244 400 597 851 1,167 _ ------Weight (plf) 2.8 ' 3.7 4.7 4.8 5.7 ' 6.1 7.1 8.2 9.2 I 10.2 -.. V '
Moment (ft-lbs) I I I : 12,415 I 13,055 I 17,970 I 19,900 ' 27,160 I 34,955 1 43,665 I -
3V1" Shear (lbs) 6,260 .. 6,430 . 7,615 8,035 9,475 10,825_ 12,180
Moment of Inertia (in.') 231 250 415 488 800 1,195 1,701 ----Weight (plf) 10.1 10.4 12.3 13.0 15.3 17.5 19.7 -----52,_4}o Moment (ft-lbs) ll!_,_625 19~85 26,~55 29,~5 40,740 65,j~5
2.0E 5¼'' Shear (lbs) 9,~90 9.,§45 ll'-420 J?.,_055 14,2~0 16,240 18,270
Moment of Inertia (in.•) 346 375 623 733 1,?01 1.792 2,~52 --26.3 Weil!ht ( plf) 15.2 15.6 18.5 19.5 23.0 29.5 ·--Moment (ft-lbs) 24,830 26,115 35,940 ]9,80~_ 54,325 69,905 87,325
7" Shear (lbs) 12,520 12,855 15,225 16,07.Q 18,94~ 21,655 24,360 -Moment of Inertia (in.') 462 500 831 977 1,601 2,389 3,402 ---Wei2ht (plf) 20.2 20.8 ' 24.6 26.0 30.6 35.0 39.4 '
(I) For product in beam orientation, unless otherwise noted.
Some sizes may not be available in your region.
-------------------
PRODUCT
STORAGE
Protect product from sun and water
CAUTION:
Wrap is slippery when wet or icy
Align stickers (2x3 or larger)
directly over support blocks
Use support blocks (6x6 or larger)
at 10' on-center to keep bundles
out of mud and water
Trus Joist9 Beam, Header _filW Column Specifier's Guide TJ-9000 I October 2016
4
FB-2 (OUTDOOR LIVING):
L= c:::Iii] ft
w= ~ lb/ft
V=wL/2= 3919 lb
M=wL2/8= 16165 ft-lb
TRY ... 5 1/4 x 14 2.0E PSL
v.= 14210 lb
M.= 40740 ft-lb
I= 1201 in4
L'ire =5wl 4/(384EI)= 0.330 in
1/(L'ire/L)= 600 >360? YES
L'iee =LL(L'irc)/TL= 0.264 in
1/(L'iee/L)= 750 >480? YES
L'ioe =L'ire-L'iee = 0.066 in USE 5 1/4 x 14 2.0E PSL
FB-3 (OUTDOOR LIVING):
L= 14 ft+ 5 ft Cant.
w, W2 r 625 lb/ft
1 I I W1=
l I l I I I w2= 625 lb/ft
L, L2----,/' P= 3620 lb FB-1
Re "• L,= 14 ft
L,= 5 ft
RR=[w1 L1
2/2+w2L2(L1 +L2/2)+P(L1+L2)]/L1 = 12971 lb
Re =w1 L1 +w2L2+P-RR= 2524 lb
V(-) at RR=Re-W1L1= 6226 lb
V(+) at RR=Re-w,L,+RR= 6745 lb
Vmax= 6745 lb
Mma,=L,/2(Re-V(-))= 25913 ft-lb
TRY ... 7'" x 14"' 2.0E PSL V,= 18945 lb
E= 2.0E+06 psi M.= 54325 ft-lb
I= 1601 in4
WL'ire= 0.12 in PL'ire= 0.31 in
~TL(end)= 0.43 in
6-rL(m•span)= 0.17 in
L'ire= 0.43 in
1/(L'ire/L)= 276 >240?
L'iee =LL(L'irc)/TL= 0.17 in
1/(L'iee/L)= 719 >360? YES
L'ioe =L'ire-L'iee 0.27 in YES
USE 7'" x 14'" 2.0E PSL
WoL=-
WLL=
WTL=
Poe=
Pee=
Pre=
OK
OK
358
267
625
2290
1330
3620
lb/ft
lb/ft
lb/ft
lb
lb
lb
119
FB-4 (OUTDOOR LIVING):
L= 13.7 ft+ 5.3 ft Cant.
w, W2 r 625 lb/ft
I J I I W1=
t I l I I W2= 625 lb/ft
L, L,---,r P= 3620 lb
RL R, L,= 13.7 ft
L,= 5.3 ft
Rs=[w1 L1 2/2+w2L2(L1 +L2/2)+P(L1 +L2)]/L1= 13255 lb
Rl =w, L,+w2L2+P-Rs= 2240 lb
V(-) at Rs=Rl-w1L1= 6322 lb
V(+) at Rs=Rl-w1L1+Rs= 6933 lb
Vmax= 6933 lb
Mm.,=L1/2(Rl-V(-))= 27964 ft-lb
TRY ... 7'" x 14'" 2.0E PSL V,= 18945
E= 2.0E+06 psi M,= 54325
I= 1601 in 4
WfiTl = 0.15 in PfiTl= 0.35 in
L".rL(end)= 0.50 in
l:.rL(m-span)= 0.15 in
fiTL = 0.50 in
1/(fiTl/L)= 257 >240?
fill =LL(fiTL)/TL= 0.19 in
1/(fill/L)= 666 >360? YES
fiol =fiTl-fill 0.30 in YES
I USE 7'" x 14'" 2.0E PSL
FB-5 (OUTDOOR LIVING):
L=~ft V=wl/2= 1767 lb
w= 380 lb/ft M=wL'/8= 4108 ft-lb
TRY ... 5 1/4 x 14 2.0E PSL
V,= 14210 lb
M,= 40740 ft-lb
I= 1201 in4
fiTl =5wl 4/(384EI)= 0.027 in
1/(fiTl/L)= 4191 >360? YES
fill =LL(fiTL)/TL= 0.021 in
1/(fill/L)= 5239 >480? YES
fioL =fiTL-fill = 0.005 in USE 5 1/4 x 14 2.0E PSL
WoL=
WLL=
FB-1 WrL=
Poe=
pll=
PT,=
lb OK
ft-lb OK
358
267
625
2290
1330
3620
lb/ft
lb/ft
lb/ft
lb
lb
lb
11
1'2.
FB-6 (FAMILY RM/OUTDOOR LIVING):
L=5llift V=wl/2= 1679 lb
w= 361 lb/ft M=wl2/8= 3903 ft-lb
TRY ... 3 1/2 x 9 1/4 2.0E PSL
V,= 6260 lb
M,= 12415 ft-lb
I= 231 in4
flTe =5wl 4/(384EI)= 0.132 in
1/(flTe/L)= 849 >360? YES
flee =LL(flTc)/TL= 0.077 in
1/(flee/L)= 1459 >480? YES
floe =fl Te-flee= 0.055 in I USE 3 1/2 x 9 1/4 2.0E PSL
Posts
Example Post Design for 4 x 4 of Length 10'
For Douglas Fir-Larch per NDS 2018,
E~l.6xl06 psi (for 2-4" wide)
F,~1350 psi (for 2-4" wide)
L~IO'
d=3.5", h=3.5"
K,~J
Ljd~ K, *L /d~J *10'(12 in/ft)/3.5"~34.3
If Ljd<~l I, then F' ,~F,
If 11 <L,/d<~K, then F' ,~Fcfl-l/3(Ljd)/K))4]
IfK<L,/d<~50, then F',~0.3E/(Ljd)2
K~0.67l(E/F,)112
~0.671 ( l.6x 106 psi/1350 psi)112
~23.1
23.1 <34.3<~50, F' ,~0.3(1.6xl06psi)/34.32~408.3 psi
P,~F'c(d)(h)~408 psi(3.5")2~5002 lb
Allowable Load (lb)
Lenoth Cross-section /in x in l
L (ft) 4x4 6x4 Bx4 4x6
2 16538 25988 34256 25988
3 16538 25988 34256 25988
4 15853 24911 32838 25988
5 14866 23360 30793 25988
6 13071 20539 27075 25094
7 10208 16042 21146 24332
8 7813 12282 16190 23164
9 6175 9704 12792 21465
10 5002 7860 10361 19094
11 4134 6496 8563 16042
12 3474 5459 7195 13479
13 2960 4651 6131 11485
14 2552 4010 5286 9903
15 2223 3494 4605 8627
16 1954 3070 4047 7582
17 1731 2720 3585 6716
18 1544 2426 3198 5991
19 1386 2177 2870 5377
20 1251 1965 2590 4853
21 1134 1782 2350 4401
22 1033 1624 2141 4010
1'3
6x6
30250
30250
30250
30250
29679
29193
28447
27361
25847
23804
21120
18049
15562
13556
11915
10554
9414
8449
7626
6917
6302
Foundations
Code Minimums
Soil bearing pressure (Ps): 1500 psf Per Table 1806.2, CBC 2019
New Continuous Footing
w=I
Story=
Check Width:
530jlb/ft
1
B=v(w/Ps)= 0.594 ft
= 7.1 in
TRY: B=CJ]jin
D=CJ]jin
As=pbd= 0.41 in2 Try (2) -#4: 0.40 in2 -0.41 in2
USE 15 W x 18 D continuous footing, 2500 psi
w/ (2) -#4 Top & Bottom
Check Point Load on Exist. 2-Story Continuous Footing
Pa B= 15 in
j_ 4 in Pa= W*B*P ,= 5000 lb ------I 45 12 in Pmax= 4463 < 5000 lb
,I' X
32 in
Check Point Load on New 2-Story Continuous Footing
Pa B= 15 in
j,_ ------4 in Pa= W*B*P,= 5000 lb
OK
45 I 12 in Pmax= 3919 < 5000 lb OK
J X
32 in
Check Point Load on Exist. Spread Footing
B:✓(P/Ps)
p Exist. Footin Size
5765 30 W x 18 D
Check New Point Load on New Spread Footing
B:✓(P/Ps)
p Footin Size
13255 36 W X 18 D
Concrete Slab
USE 4" thick, 2500 psi concrete
Size OK
w/ #3 at 18" o.c. centered at mid-slab height
15'
As:pbd
As(in2) Exist. Reinforcement
0.81 4 -#4 E.W.
As:pbd
As(in2) Reinforcement
0.97 5 -#4 E.W.
LATERAL DESIGN
Wind Loads • (Envelope Procedure) 28.1
Roof slope= '----'--'51/12
28.3-1
0.18 Enclosed
0.54 Surface 1
-0.45 Surface 2
0. 77 Surface 1 E
-0.72 Surface 2E
0.40 Surface 5
0.61 Surface 5E
ASCE 7-16
Table 26.11-1
Fig. 28.3-1
Fig. 28.3-1
Fig. 28.3-1
Fig. 28.3-1
Fig. 28.3-1
Fig. 28.3-1
V= 96 mph, 3s Gust, Fig. 26.5-1A
qh = qz=0.00256kzkz,kake V2
qh = qz=
P=qh[(GCp1) -(GCp;)] =
Exposure:
ka=
k21=
k.=
kz=
@Roof:
@Walls:
Wind Distribution:
Pmin: 16 psf Walls 28.4.4
8 psf Roof
2nd Story Roof
wp,=(5.1')(8.8)+(9'/2)(10.1 )= 90 lb/ft
Wpm;,=(5.1')(8) + (9'/2)(16)= 113 lb/ft
Floor
Wp,=(9'/2+8.5'/2)(10.1 )= 88 lb/ft
Wpm;,=(9'/2+8.5'/2)(16)= 140 lb/ft
B 26.7.3
0.85 Table 26.6-1
1.0 26.8.2
1.0 Table 26.9-1
0.70 Table 26.10-1
14.0 psf
Governs
Governs
Case A
Case A
Case A
Case A
Case B
Case B
I~
ASCE.
AMEIIICAN SOCIETY OF CML ENGINEBIS
Address:
1849 High Ridge Ave
Carlsbad, California
92008
Wind
Results:
Wind Speed:
10-year MRI
25-year MRI
50-year MRI
100-year MRI
Data Source:
Date Accessed:
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16
Risk Category: 11
Soil Class: D -Default (see
Section 11.4.3)
96 Vmph
66 Vmph
72 Vmph
77 Vmph
82 Vmph
Elevation: 281 .4 ft (NAVO 88)
Latitude: 33.153556
Longitude: -117.317721
\ .. ,,,,,,1, ' I'
·-~
L~1• 1 I
' I II.I•
ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.2-4
Mon Jun 01 2020
Hi 1 1,
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI= 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind
conditions.
https://asce 7hazardtool .online/ Page 1 of 3 Mon Jun 01 2020
lt
ASCE.
AMERICAN SOClffi' OF CML ENGINEERS
Seismic
Site Soil Class: D -Default (see Section 11.4.3)
Results:
Ss
s,
F,
F,
1.015
0.369
1.2
N/A
SMs 1.218
SM1 N/A
So,
T, :
PGA:
PGAM:
FPGA
1.
N/A
8
0.445
0.534
1.2
1
Sos 0.812 C, : 1.303
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Data Accessed: Mon Jun 01 2020
Date Source: USGS Seismic Design Maps
https: // a see 7haza rdtool . on Ii ne/ Page 2 of 3
---··
Mon Jun 01 2020
Seismic Loads:
Ss= 1.015
S,= 0.369
Site Class: D Default, 11.4.3
SDC: D
F= a 1.200
F= V 1.931 Table 11.4-2 for calc of S01 and Ts, ASCE 7-16, Suppl. 1
R= 6.5
I= 1.0
Stories: 1
SMs=FaS,= 1.218
SM1=FvS1= 0.713
S0s=2/3SMs= 0.812
S01=2/3SM1= 0.475
EQUIVALENT LATERAL FORCE PROCEDURE (ASCE 7-16, 12.8)
Where:
E=Eh+Ev 12.4-1 (For load comb. 5 & 6 ASD)
E=Eh-Ev 12.4-2 (For load. comb 8 ASD)
Eh=pOe=pV 12.4-3 p= 1.3 (p= 1.0 for Exceptions a orb, 12.3.4.2)
Ev=0.2SosD 12.4-4a (Ev=O for E acting in plane of horizontal diaphragm/base shear)
Check for Exception #2, 11.4.8 for Site-Specific Ground Motion Analys-;:i:::s ______ _
Bldg Fundamental Period: T= C,ha' 12.8-7 Table 12.8-2:
T= 0.22 s C,= 0.02
T,=
T ,= S01/S0s =
1.5T,=
8 s Fig. 22-14
0.59 s
0.88 s
Is T < 1.5T,? YES, Exception Satisfied
Seismic Base Shear (per ASCE 12.8.1)
V= C,W Where: C,= Sosi(R/1)= 0.125
Is T<T,? YES
Cs Shall not exceed: C,= S01 /T(R/I)= 0.337
Cs Shall not be less than: C,= 0.044S0sl= 0.036
h,= 24 ft
x= 0.75
12.8-2 GOVERNS
Eh=pOe=pV= 0.162 W Redundancy exception does not apply
I~
Tributary Loads
Roof:
Total Roof DL: (20')(20.5')(18 psf)=
Trib. Interior Walls DL: (9'/2)(46')(8 psf)=
Trib. Exterior Walls DL: (9'/2)(61')(15 psf)=
Total DL: WR=
2nd Story Floor:
Total Floor DL: (20')(20.5')(10 psf)=
Vertical Dead Loads:
DLro, 18 psf
DL,°' 10 psf
DLwa 15 psf
DLwa 8 psf
7380 lb/ft
1656 lb
4118 lb
13154 lb
Trib. Interior Walls DL: [(8.5'/2)(0')+(9'/2)(46')](8 psf)=
Trib. Exterior Walls DL: [(9'/2)(61 ')+(8.5'/2)(54')](15 psf)=
4100
1656 lb
7560 lb
Total DL: W2 = 13316 lb
Vertical Distribution of Seismic Forces (per ASCE 12.8.3)
F,= C,,V
Story Height
h, (ft)
R 18.75
2 8.5
1 0
Sum
For T < 0.5s, k= 1
12.8-11 (ASCE 7-16)
12.8-12 (ASCE 7-16)
Story Shear Force Table
Weight Moment Story Force Coefficient
w, (lb) w,h, (lb-ft) F= ' 0.0119 Wxhx
13154 246638 Fa= 0.224 w,
13316 113186 F,= 0.162 w,
26470 359824 V= 0.162 W= 4299 lb
zo
Line 3
ROOF
Lune= ~ft WR= (20.5')18= 369 lb/ft
Hwa11= ft Ww= (9'/2)(1)15+(9'/2)(4)8= 212 lb/ft
v= 0.224 (369+212)= 130 lb/ft SEISMIC
FLOOR GOVERNS
Lline= ~ft WR= (20.5')10= 205 lb/ft
Hwan= ft Ww= (9'/2+8'/2)(2)15+(9'/2){4)8= 399 lb/ft
v= 0.162 (205+399)= 98 lb/ft WIND
GOVERNS
Line 5
ROOF
Lline= ~ft WR= (20.5')18= 369 lb/ft
Hwall= ft Ww= (9'/2)(1 )15+(9'/2)(2)8= 140 lb/ft
v= 0.224 (369+140)= 114 lb/ft SEISMIC
FLOOR GOVERNS
Lline= ~ft WR= (20.5')10= 205 lb/ft
Hwall= ft Ww= (9'/2+8'/2)(3)15+(9'/2)(4)8= 530 lb/ft
v= 0.162 (205+530)= 119Ib/ft WIND
GOVERNS
Line A
ROOF
Lline= aft WR= (20')18= 360 lb/ft
Hwa11= ft Ww= (9'/2)(2)15+(9'/2)(1 )8= 171 lb/ft
v= 0.224 (360+171 )= 119 lb/ft SEISMIC
FLOOR GOVERNS
Lline=
E3~Yt
WR= (20')10= 200 lb/ft
Hwall= ft Ww= (9'/2+8'/2)(2)15+(9'/2)(1 )8= 297 lb/ft
v= 0.162 (200+297)= 81 lb/ft WIND
GOVERNS
Line B
ROOF
Liine= aft WR= (20')18= 360 lb/ft
Hwan= ft Ww= (9'/2)(2)15+(9'/2)(2)8= 207 lb/ft
v= 0.224 (360+207)= 127 lb/ft SEISMIC
FLOOR GOVERNS
Lline= Bft WR= (20')10= 200 lb/ft
Hwall= ft Ww= (9'/2+8'/2)(2)15+(9'/2){2)8= 331 lb/ft
v= 0.162 (200+331)= 86 lb/ft WIND
GOVERNS
Diaphragm/Shear Loads Use Load Combination 2.4.1 (5), ASCE 7-16: D + (0.6W) for Wind Loads
Use Load Combination 2.4.5 (8), ASCE 7-16: D + 0.7Ev + 0.7Eh for Seismic Loads
R3R= (0. 7)[(130 lb/ft)(20'/2)]=
R3F= (0.6)[(140 lb/ft)(20'/2)]=
R5R= (0.7)[(114 lb/ft)(20'/2)]=
R5F= (0.6)[(140 lb/ft)(20'/2)]=
RAR= (0. 7)[(119 lb/ft)(20.5'/2)]=
RAF= (0.6)[(140 lb/ft)(15.5'/2+ S'cant.)]=
RsR= (0. 7)[(127 lb/ft)(20.5'/2+ 17'/2)]=
R8F= (0.6)[(140 lb/ft)(15.5'/2+ 17'/2)]=
Drag Loads
ROOF:
Line 5: (39 lb/ft)(3 ft)=
Line B: (83 lb/ft)(20 ft)=
FLOOR:
Line 5: (41 lb/ft)(8 ft)=
Line B: (68 lb/ft)(9.25 ft)=
~lb V3R= 44 lb/ft
lb V3F= 41 lb/ft
~lb V5R= 39 lb/ft
lb V5F= 41 lb/ft
~lb VAR= 43 lb/ft
lb VAF= 54 lb/ft
~lb VsR= 83 lb/ft
lb VsF= 68 lb/ft
117 lb
1660 lb
USE ST6224, New Wall-Exist. Wall
328 lb
629 lb
USE Drag Truss, F.N. L TP4@ 24" o.c., Truss-Wall
USE ST6224, New Wall-Exist. Wall
USE ST6224
LA. COSTA.
ENGINEERING
2221 FARADAY AVENUE
CARLSBAD, CALIFORNIA 92008
TEL 760-931-0290 FAX 4311-5251
1nanv_1nontQan1eryOy.ahoo.com
CIVIL• STRUCTURAL
MECHANICAL• PETROLEUM
DIAPHRAGM SPECS:
ROOF:
FLOOR:
SE ½" CDX or OSB, 24/0 PLYWOOD.
AIL 8d@ 6" o.c. EDGE, 12" o.c. FIELD,
BLOCKED.
SE¾" CDX 40/20 T &G PLYWOOD.
AIL !Od@ 6" o.c. EDGE, 12" o.c. FIELD,
BLOCKED.
CONSTRUCTION CONNECTION REQUIREMENTS:
1) ALL HANGARS, STRAPS, HOLD DOWNS -SIMPSON.
2) ALL CONCRETE 2500 PSI @ 28 DAYS.
3) ALL NAILING PER CBC 2019, TABLE 2304.10.1
4) FASTEN A-35 orLTP4@ * o.c. ABOVE ALL SHEAR WALLS@
BLOCK-TO-PLATE, RAFTER/JOIST-TO-PLATE LOCATIONS,
OTHERWISE FASTEN@ 48" o.c.
5) ALL LUMBER: DF-L
6) ALL BEAMS AND POSTS SHALL BE GRADE #1.
7) TH'S, PARALLAMS AND MICROLLAMS: TRUSJOIST MCMILLAN OR
EQUIV.
8) ALL SHEAR WALLS TO HAVE MIN (2)-2 X 4@ EACH END UNLESS
POST IS SPECIFIED.
* -PER SHEAR WALL SCHEDULE
SHEAR WALLS:
Use Load Combinations 2.4.5 (8) and 12.4.2.2, ASCE 7-16: 0.6D -0.7(0.2S05D) for Seismic Loads
Use Load Combination 2.4.1 (7), ASCE 7-16: 0.6D + 0.6WforWind Loads
LINE 3
Distribution:
Fir. W# H' W#H'
2 910 18.75 17063
1 840 8.5 7140
Tot. O.T.M.= 24203 ft-lb
2 Fir. v= 76 lb/ft Use Type !
WALLS:
U lift at 2nd Floor 12 ft. min. wall)
LL,.w.= 12 ft
OTM= 8190 ft-lb
RM= 7465 ft-lb 0.48[(20'/2+2')( 18)]( 12')2/2
UPLIFT= 60 lb
!Wall !USE MST 48 FLOOR-FLOOR !
U lift at 1st Floor .L§ ft. min. wall)
ZL,.w.= 1.5 ft
OTM= 24203 ft-lb
RM=
UPLIFT=
241 ft-lb 0.6[(20'/2 +2')(18)+(9')(15)
1597 4 lb +( 1 .33'/2)( 1 O)]( 1.5')2/2
1 Fir. v= 1167 lb/ft Use Type! WSW 18x8 !Wood Strong Wall USE WSW 18x8 WOOD
STRONG WALL. USE Wind: V ma,= 2490 lb > 1750 lb OK
Max. uplift= 16675 lb > 1597 4 lb OK WSW-HS 7/8x24, W=33", de= 11".
See attached grade beam design
LINE 5 WALLS:
Distribution:
Fir. W# H' W#H' U lift at 2nd Floor 8 ft. min. wall)
2 798 18.75 14963 I:L,.w.= 8 ft
1 840 8.5 7140 OTM= 7182 ft-lb
Tot. O.T.M.= 22103 ft-lb RM= 3317 ft-lb 0.48[(20'/2+2')( 18)](8')2l2
UPLIFT= 483 lb
2 Fir. v= 100 lb/ft Use Type I iWall iUSE MST 48 FLOOR-FLOOR i
U lift at 1st Floor 7.67 ft. min. wall)
I:L,.w.= 7.67 ft
OTM= 22103 ft-lb
RM= 6313 ft-lb 0.6[(20'/2 +2')(18)+(9')(15)
UPLIFT= 2059 lb +( 1 .33'/2)( 10))(7 .67')2/2
1 Fir. v= 214 lb/ft Use Type I iWall USE HDU2 w/SSTB16
AT FOUNDATION.
LINE A WALLS:
Distribution:
Fir. W# H' W#H' Uplift at 2nd Floor( 13.67 ft. min. wall)
2 854 18.75
1 1071 8.5
Tot. O.T.M.=
16013
9104
25116 fl-lb
ZL,.w.= 13.67 ft
OTM= 7686 ft-lb
RM=
UPLIFT=
1614 ft-lb
444 lb
0.48[(2'/2+1 ')( 18)]( 13.67')2/2
2 Fir. v= 62 I b/ft Use Type __ 1 __ !wa11 !USE MST 48 FLOOR-FLOOR I
Check Perforated Shear Wall Design:
7'-8" NET IN 13'-8" WALL (LINE A@ ROOF)
PIER UNIT SHEAR= (854 lb)/(7.67' NET)= 111 lb/ft GOVERNS
DRAG FORCE= 6'(111-62) = 296 lb
EFFECTIVE h/w= 5'/3.25'= 1.54: 1 OK
USE CS16 STRAP (Lm;0=4'), See opening in shear wall detail
For vertical/horizontal irregularity #4 for offset walls,
Increase Loads by 25%: U lift at 1st Floor ~ ft. min. wall}
Tot. O.T.M.= 31395 ft-lb ZL,.w.= 2 ft
OTM= 31395 ft-lb
RM= 114 ft-lb 0.6[( 5'/2+14'/2)( 10)](2')212
UPLIFT= 15641 lb
1 Fir. v= 1203 lb/ft Use Type ! WSW 24x8 !Wood Strong Wall USE WSW 24x8 WOOD
Wind: Vmax= 4840 lb> 1750 lb OK STRONG WALL. USE
Max. uplift= 23830 lb > 15641 lb OK WSW-AB 1x24, W=32", de= 11".
See attached grade beam design
LINE B WALLS:
Distribution:
Fir. W# H' W#H' U lift at 2nd Floor 6.33 ft. min. wall)
2 1667 18.75 31256 l.:L,.w.= 15.33 ft
1365 8.5 11603 OTM= 6195 ft-lb
Tot. O.T.M.= 42859 ft-lb RM= 346 ft-lb 0.48[(2')( 18)](6.33')2/2
2 Fir. v= 109 lb/ft Use Type
1 Fir. v= 198 lb/ft Use Type
UPLIFT= 924 lb
1 !Wall !USE MST 48 FLOOR-FLOOR !
U lift at 1st Floor 4.5 ft. min. wall)
l.:L,.w.= 15.33 ft
OTM= 12581 ft-lb
RM= 914 ft-lb
UPLIFT=
,._ __ __,!Wall
2593 lb
0.6[(2')( 18)+(9')(8)
+(8.5'/2)(10)]( 4.5')2/2
USE HDU2 w/SSTB16
------·-·
AT FOUNDATION.
USE HDU2 w/ 5/8"x10"
EMBED. INTO EX. FOOTING.
USE SET-XP EPOXY, ESR-
2508. FOLLOW ALL MANUF.
RECOMMENDATIONS
21
WSW Grade Beam Design
fy =
fc' =
131 =
(j) =
Pbal = (131 *0.85*fc'/fy)(87000/(87000+fy)) =
Pma, = 0.75*Pbal =
Pmin =
Try 15"W x 18"D Gradebeam:
60 ksi
2500 psi
0.85
0.9
0.0178
0.0134
0.0018
widthb= 15in
effective depth d = total depth -3" = 15 in
Select Flexural Reinforcement:
steel reinforcement (1) -#4 (2) -#4
Ast= 0.2 0.4
p = A,,lb*d = 0.0009 0.0018
check ACI requirements: Pm,, ,; p ,s Pma,: ng ng
w = p*f/f,' = 0.0213 0.0427
R = w•f,'*(1-0.59*w) = 53 104
a= A,tf/(0.85*f,'*b) = 0.376 0.753
Mn,,a,c'd\ = A,tf;( d-a/2) = 14812 29247
(3) -#4 (2) -#5 (3) -#5
0.6 0.62 0.93 in2
0.0027 0.0028 0.0041
ok ok ok
0.0640 0.0661 0.0992
154 159 233
1.129 1.167 1.751
43306 44691 65680
(l)M, -13331 26322 38975 40222 59112 lb-ft
M,a,, = (15641 lb uplift)(2')= 31282 lb-ft (Line A, WSW Cale Governs)
M, = rl*M,.1/ 0. 7 (STRENGTH LEVEL)
11= 1.25 TABLE 12.2-1
M, = 55861 lb-ft
Mu< rpM,? Try (3) -#5: 59112 lb-ft > 55861 lb-ft OK
Check Shear Reinforcement:
V, = P, =
Where Mu and Vu occur simultaneously:
V, = [1.9✓(fc') + 2500pwV,d/M,lbwd =
Check if V ,d/M, > 1 .0
qJVn = qJVc =
15641 lb
21737 lb
0.35 No, OK
16303 lb
11.3.2.1
FOR SLABS/FOOTINGS Is Vu< q,Vc 7 YES. no additional shear reinforcement 1s req'd
Detailing Req'ts for Grade Beam:
Use #3 stirrups throughout flexure length of the qradebeam:
d/4= 4 in
8d1= 4 in ACI 21.3.3.2
24x hoop bar dia.= 9 in
12 in 12 in
1) locate first hoop 2" from column face.
2) provide hoops in regions equal to twice the member depth
on both sides of section where flexural yielding is likely to
occur.
Use 15"W x 18"0 Grade Beam, 2500 psi cone. w/ (3)-#5 long. bars top & bot. Place #3 hoops
at 3 in. o.c on each side of WSW strong wall and extend 30", place first hoop 2" from AB 1.
Seismic Load Effects on Beams including Overstrength Factor:
Basic Combinations for ASD w/ Overstre 12.4.3 and 2.4.5
#8 (1.0 + 0.14Sos)D + 0.7000e =1.11 D + 2.1QE
#9 (1.0 + 0.105S0s)D + 0.52500QE + 0.75L =1.09 D + 1.58Qe+ 0.75 L
Load Comb. #5 governs for significantly high seismic loads.
Load Comb. #6 governs for significantly high live loads and lesser seismic loads.
ASCE 7-16
(lo= 3
Sos= 0.812
Note: Add a 0.2D component to the Load comb. Above for any cantilever members. 12.4.4
Evaluate FB-1 at Line A:
L = 19 ft
#9: 1.09(241 lb/ft DL)= 263 lb/ft
w,= 0.75(140 lb/ft DL)= 105 lb/ft
WrOT= (263 DL +105 LL)= 368 lb/ft
Oe = 444 lb uplift/downforce from Line A@ 6' from left end.
1.58QE = 702 lb
w= w
j l l l l l l l I j 1.58QE =
}-----L' R, Lz R R
RR=[PL1 +w(L1 +L2)*( L1 +L2)/2]/( L1 +L2)=
R,=P+w(L1+L2)-RR=
TRY ...
3976 lb
19488 ft-lb
!USE SPECIFIED 7" x 14" 2.0E PSL
Seismic Load effects on beam govern
in comparison to vertical dead+live loads
L,=
L2=
368 lb/ft
702 lb
6 ft
13 ft
3718 lb
3976 lb
Seismic Load
7" x 14" 2.0E PSL:
Va= 18945 lb
Ma= 54325 ft-lb
OK
OK
Evaluate FB-3 at Line 3:
L = 14 ft+ 5 ft Cant.
#8: w,o=
W20=
Po=
1.11 (358 lb/ft DL)= 397 lb/ft
1.11 (358 lb/ft DL)= 397 lb/ft
1.11 (2290 lb DL)= 1432 lb
Oe = 60 lb uplift/downforce from Line 3 @ cant. end.
2.1Oe = 126 lb
W2 r W1= 397 lb/ft
w, ! I l W2= 397 lb/ft t j l j l j P= 1492 lb FB-1 P0, 2.1 Oe
L, L,--f L,= 14 ft
RL RR L2= 5 ft
RR=[w1 L1
2/2+w2L2(L1 +L,i2)+P(L1 +L2)]/L1 = 7143 lb V(-) = 3666 lb
RL =w1L1+w2L2+P-RR=
3666 lb
12423 ft-lb
iUSE SPECIFIED 7" x 14" 2.0E PSL
1892 lb V(+) =
TRY ... 7" x 14" 2.0E PSL
v.=
Ma=
18945 lb
54325 ft-lb
OK
OK
3477 lb
Vertical dead+live loads governs shear and moment
in comparison to Seismic Load effects on beam.
Evaluate FB-4 at Line 5:
L = 13.7 ft+ 5.3 ft Cant.
#8: Wm= 1.11 (358 lb/ft DL)= 397 lb/ft
j I
RL
W20= 1.11 (358 lb/ft DL)= 397 lb/ft
P0= 1.11 (2290 lb DL)= 1432 lb
Oe = 444 lb uplift/downforce from Line A@ cant. end.
2.1Oe=9321b
Wz r W1= 397 I b/ft
w,
1 I I W2= 397 I b/ft l I I I P= 2364 I b FB-1 P0, 2.1 Oe
L,= 13.7 ft
L, RR L,--,1' L2= 5.3 ft
RR=[w1 L1 2/2+w2L2(L1 +L,i2)+P(L1 +L2)]/L1 =
RL =w1L1+w2L2+P-RR=
8509 lb
1398 lb
V(-) =
V(+) =
TRY ... 7" x 14" 2.0E PSL
4468 lb V.= 18945 lb
18105 ft-lb M= a 54325 ft-lb
OK
OK
4041 lb
4468 lb
iUSE SPECIFIED 7" x 14" 2.0E PSL Vertical dead+live loads governs shear and moment
in comparison to Seismic Load effects on beam.
Evaluate FB-6 at Line B:
L = 9.3 ft
#8:
w□= 1.11(151 lb/ft DL)= 168 lb/ft
Oe = 924 lb uplifVdownforce from Line B@ 2.5' from left end.
2.10e= 1940 lb
1
Wo= 168 lb/ft
w 2.10e= 1940 lb Seismic Load OL,1 I I I I I J L,= 2.5 ft
Lz L,= 6.8 ft RL R R
RR=[PL,+w(L,+L,)*(L,+L,)/2]/(L,+L,)= 1303 lb
Re =P+w(L1+L2)-RR= 2200 lb
Vmax= 2200 lb TRY ... 3 1/2" x 9 1/4" 2.0E PSL:
5363 ft-lb
!USE SPECIFIED 3 1/2 x 9 1/4 2.0E PSL
Seismic Load effects on beam govern
in comparison to vertical dead+live loads
Va= 6260 lb
Ma= 12415 ft-lb
'3\
SHEAR SCHEDULE REV. PER 201SCALIF. BLDG. CODE l1ro1/20201
6 WALL NAILING FOUNDATION SHEAR TRANSFER 6 SHEAR SHEAR WALL MATERIAL NAIL PANEL INTER 5\8"x10" MIN. MIN.BOTTOM NAILS AND A-35/LTP4 !JI Bl~G MICRO LAM RIM JST/Bl~G SHEAR WALL VALUE EDGE SPACE AB. SPACING PLATE NAILING BLOCKS SPACING TO PLATES W/ SIMPSON CUPS WALL
1 260 YB" STRUCT I Pl \"Ml OR STRUCT. I OSB .. Bd 6" 12' 32"olc 16d@ 10" o/c 16d@6"o/c 16" 16d@6'0 o/c A35@ 16" o/c 1
2 350 YB" STRUCT I PL \"Ml OR STRUCT. I OSB .. Bd 4" 12' 24" o/c 16d@ 10" o/c 16d@4"o/c 12" 16d@6" o/c A35@ 12" o/c 2
"3 490 YB" STRUCT I Pl \"Ml OR STRUCT. I OSB .. Bd 3" 12" 24" olc YB"x6' LAGS 16" 16d@4" o/c B" 16d ~ 6" o/c A35@8"o/c ·3 3 X SILL o/c IPREDRILL} STA GERED
·4 640 YB" STRUCT I Pl \"Ml OR STRUCT. I OSB .. Bd 2" 12" 12'' olc YB"x6'LAGS 12" 16d@4"o/c B" 16d ! 6" o/c A35@8"o/c '4 3x Sill cJc (PREDRILL} STA GERED
'5 770 ffsriRUCTI PLY'Ml, ... 10d 2" 12" a· ale Y8"x6' LAGS S" 16d@4"o/c 6" 16d ~ 6" o/c A35@6" o/c ·5 cJc (PREDRILL} STA GERED
'6 870 1~" STRUCT I Pl \"Ml ... 10d 2" 12" 8" o/c 3ffi"x6' LAGS 8" 16d@4"o/c 6" 16d ~ 6" o/c A35@6" o/c '6 3x Sill cJc (PREDRILL} STA GERED
10 180 7/8" STUCCO W/ PAPER BKD. 11 GA. 1-112" 6" 6" 48" o/c 16d@ 10" o/c 16d@8" o/c 24" 16d @6" o/c A35@24" o/c 10 LATH 1/4" FURRING MIN.I 7116" HEAD
11 75 m• GYPSUM BOARD 5dCOOlER r' 7" 72" o/c 5d COOLER @ 7" o/c 16d@8"o/c 48" 16d @8" o/c A35@48"o/c 11 UNBLOCKED (1-5/8" X 0.086'}
SHEAR SCHEDULE NOTES . FRAMING AT ADJOINING PANEL EDGES SHALL NOT BE LESS THAN 3x OR WIDER AND NAILS SHALL BE STAGGERED. WHERE ALLOWABLE SHEAR VALUES EXCEED 350 P.L.F. IN WOOD STRUCTURAL SHEAR WALLS: .. USE 8d(2½"x0.131" COMMON, 21/,"x0.113 GALV. BOX} ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS
THAN A SINGLE 3" NOMINAL MEMBER. IN SHEAR WALLS WHERE THE TOTAL WALL DESIGN SHEAR • • • USE 10d(3"x0.148" COMMON, 3"x0.128" GALV. BOX} DOES NOT EXCEED 600 P.l.F., A SINGLE 2" NOMINAL SILL PLATE IS PERMITTED IF ANCHORED BY
TWO TIMES THE NUMBER OF BOLTS REQUIRED BY DESIGN. WOOD STRUCTURAL PANEL JOINT
A. PROVIDE 2x BLOCKING AT HORIZONTAL PLYWOOD PANELJOINTS. AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL CASES.
B. WHERE PLYWOOD IS APPLIED ON BOTH FACES Of WALLAND NAIL SPACING THE FOLLOWING SHALL APPLY FOR SHEAR WALLS GOVERNED BY WIND OR SEISMIC LOADS: IS LESS THAN 6" o/c PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING
MEMBERS OR FRAMING SHALL BE 3x OR WIDER (OR 2-2x} AND A. THE MINIMUM NOMINAL ANCHOR BOLTS DIA SHALL BE 5/8". NAILS STAGGERED ON EACH SIDE. NOTE THAT THIS WILL REQUIRE A MINIMUM DISTANCE FROM THE ENDS OF
C. WHERE NAILS ARE SPACED AT 2" o/c, THEY SHALL BE STAGGERED AND 3x THE SILL PLATES TO BE 4-3/8" (AND A MAX. OF 12').
OR WIDER (OR 2-2x} FRAMNG MEMBERS SHALL BE USED AT ADJOINING
PANEL EDGES. B. PLATE WASHERS (MINIMUM SIZE OF 3"x3"x0.229" SHALL BE USED ON
EACH ANCHOR BOLT. THE HOLE IN THE PLATE WASHER IS PERMITTED TO
D. ½" DIA. x10" SILL BOLTS (7" MIN. EMBED INTOCONCRETE)AT 6'-0" O.C. SPACING IS BE DIAGONALLY SLOTTED WITH A WIDTH OF UP TO 3/16" LARGER THAN
ALLOWABLE IN ALL NON-SHEAR, BEARING WALLS FOR STRUCTURES TWO STORIES OR LESS THE BOLT DIA. AND A SLOT LENGTH NOT TO EXCEED 1 3/4", PROVIDED
(4'-0" O.C. SPACING REQUIRED FOR THREE-STORY STRUCTURES). A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER
AND THE NUT. E. USE RETROFIT TITAN HD 5/8" DIA. x 6"L (FOR 2x PLATES OR TITAN HD 5/8" DIA. x B"L (FOR 3x
PLATES, (2)-2x PLATES), ESR 1056 IN LIEU OF SILL BOLTS AT SAME SPACING 102500 P.S.I. C. NO POWER DRIVEN PINS SHALL BE USED IN LIEU OF ANCHOR BOLTS
FOUNDATION. WHERE ALLOWED PER LOCAL CODE. AT THE EDGE OF SLAB.
v-l ~
ESR-2611 Most Widely Accepted and Trusted Page 6 of 7
TABLE 3-ALLOWABLE STRESS DESIGN (ASD) LOADS FOR SSTB ADDITIONAL INSTALLATIONS"•'
SSTB BOLTS AT STEMWALL: GARAGE FRONT (See Figures 11, 12, and 13)
Model No.
SSTB28
Dimensions tin.l Allowable Tension Loads fibs.\
Stemwall Width Dia. ! Length Min. Embed. (I.) Wind & SOC A&B SOC C -F
Steo-down End Corner Sten-down End I Corner
8 I (a I 29 la 24 la 7,015 7,045 5,895 I 5,920
FIGURE 11-STEMWALL
GARAGE FRONT
~/(--
/ ~ -. •, ' rJ11,w-t . . • , il .; "\~ . : .. :. . .
{'!'. • ... • • • ~· .. ..
' .. ~
FIGURE 12-PERSPECTIVE VIEW
..
! ••• .. . 4"min
i-.. . ·-.. / .... · }a· .. . . .
4" min -i-, I
1---1e• min------t
FIGURE 13-PLAN VIEW
SSTB SOL TS AT SLAB ON GRADE: EDGE (See Figures 14, 15, and 16)
Dimensions (In.) Allowable Tension Loads (lbs.)
Model No. Footing Width Dia. Length Min. Embed. (le) Wind & SOC A&B SOCC-F
Mldwall
SST816 12 ·;, 1T/a 12~18 5,355
SSTB20 12 'la 21°/a 16°/a 6,550
SSTB24 12 "I, 25°/a 20°/a 6,675
SSTB28 12 I, 29 /a 24'/8 13,080
SSTB34 12 ;, 341/a 28 /8 13,080
SSTB36 12 ';, 36 /8 28 /8 13,080
-
Co~ /':;i'~, .:· .MidWall Y.-..... : .. _ .... _. .......
. . •, ! . . . . ; . \\ . . . /; .
1r". · ·// · · ·. ·•, \\. · .. }!'· -. •• t·~-:::::;-~·~•==11·±·=====1 .. ... cc. ·-) . ·. .. .. '',
. . '
.!/
FIGURE 14-SLAB EDGE FIGURE 15-PERSPECTIVE VIEW
SSTB BOLTS AT SLAB ON GRADE: GARAGE CURB (See Figures 17, 18, and 19)
Dimensions Hn.l
Corner
5,355
6,550
6,675
13,080
13,080
13,080
Midwall Corner
3,780 3,780
4,785 4,785
5,790 5,790
11,060 11,645
11,060 11,645
11,060 11,645
.
•• ,I' •• ' ..
. ' ...
.. ..
' -i
4"min
.
• I
' ' '
Slab not
shown
fot Clarity
.. -~-~---~-:-],2-
FIGURE 16-PLAN VIEW
Allowable Tension Loads Ubs.)
Model No. Curb Width Dia. Length Min. Embed. (le) Wind&SDCA&B I SDCC-F
SSTB28 6
--i 1--12"---i
1 1/2"
'/a I 29'/a I 24 /s
... .....
Stec-down End I Corner I Sten.down End Comer
10,085 I 12,375 8,475 10,395
.
--. -. . . . ' . .....
--, Slab not " shown .. I I for darity I .._ ________ _
• I -. ' '---.---., : ~ ~ • •• "'• I
,:, ·• ,c • • • • I
l •• I · I
4" min --j-l f-/--4" min
l--16"min-...j
FIGURE 17-SLAB
GARAGE CURB FIGURE 18-PERSPECTIVE VIEW FIGURE 19-PLAN VIEW
For SI: 1 inch= 25.4 mm, 1 pound= 4.45 N, 1 psi= 6.895 kPa.
1Unless noted otheiwise, see footnotes 1, 2, 4, 5, 7 and 8 under Table 1. 2Top #4 rebar not required.
3Midwall loads apply when the anchor is ·1.5 le or greater from the end. For bolts acting in tension simultaneously, minimum bolt center-to-
center spacing is 3 le,
33
ESR-2652 Most Widely Accepted and Trusted Page 7 of 41
TABLE 2-ALLOWABLE ASD IN.PLANE SHEAR FOR STANDARD APPLICATION STRONG-WALL WOOD SHEARWALL (WSW)
ON CONCRETE FOUNDATION
2,500 psi Concrete 3,000 pal Concreto
Sel1mlc Wind Sel1mlc Wind
Strong-Allow. Anchor Anchor Anchor Anchor Wall Wood Vertical Allow. Drift Ten1lon Allow. Drift at Tension Allow. Drift at Ten1lon Allow. Drift at Tension Shoarwall Load,P ASD al at ASD Allow. at ASD Allow. at ASD Allow. at Model (lb.) Shear Allow. Allow. Shear, Shear, Allow. Shear, Shear, Allow. Shear, Shear, Allow. Load, V Shear, ShHr, V(lb.) 1/,(ln.) Shear, V (lb.) 1/,(ln.) Shear, V(lb.) /J, (In.) Shear, (lb.) 1/,(ln.J T(lb.) T(lb.) T(lb.) T(lb.)
1,000 1,065 0.31 10,285 1,380 0.43 13,375 1,065 0.31 10,285 1,380 0.43 13,375
WSW12x7 4,000 1,065 0.31 10,285 1,380 0.43 13,375 1,065 0.31 10,285 1,380 0.43 13,375
7,500 1,065 0.31 10,285 1,380 0.43 13,370 1,065 0.31 10,285 1,380 0.43 13,375
1,000 2,475 0.31 13,865 2,980 0.40 16,675 2,475 0.31 13,865 3,225 0.43 18,040
WSW18x7 4,000 2,475 0.31 13,865 2,710 0.36 15,160 2,475 0.31 13,865 3,225 0.43 18,040
7,500 2,475 0.31 13,865 2,395 0.32 13,395 2.475 0.31 13,865 2,910 0.39 16,280
1,000 5,515 0.29 22,710 5,515 0.32 22,710 5,515 0.29 22,710 5,515 0.32 22,710
WSW24x7 4,000 5,515 0.29 22,710 5,400 0.31 22,240 5,515 0.29 22,710 5,515 0.32 22,710
7,500 5,515 029 22,710 4,950 0.29 20,390 5,515 0.29 22,710 5,515 0.32 22,710
1,000 960 0.39 11,125 1,245 0.53 14,420 960 0.39 11,125 1,245 0.53 14,420
WSW12x8 4,000 960 0.39 11,125 1,245 0.53 14,420 960 0.39 11,125 1,245 0.53 14,420
7,500 960 0.39 11,125 1,155 0.49 13,370 960 0.39 11.125 1,245 0,53 14,420
1,000 2.430 0.39 16,245 C..2,490) 0.42 (16,675 2.430 0.39 16,245 2,925 0.50 19,560
WSW18x8 4,000 2,430 0.39 16,245 2,265 0.38 15,160 2,430 0,39 16,245 2,695 0.46 18,045
7,500 2,430 0.39 16,245 2,000 0.34 13,395 2,430 0.39 16,245 2,435 0.41 16,280
1,000 4,945 0.37 24,355 \'_4,840, 0.40 l23 830 4,945 0.37 24,355 5,515 0.45 27. 150
WSW24x8 4,000 4,945 0.37 24,355 4,515 0.37 22,240 4,945 0.37 24,355 5,360 0.44 26,395
7,500 4,945 0.37 24,355 4,140 0.34 20.390 4,945 0.37 24,355 4,985 0.41 24,540
1,000 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335
WSW12x9 4,000 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335
7,500 790 0.43 10,310 1,020 0.60 13,335 790 0.43 10,310 1,020 0.60 13,335
1,000 1,920 0.43 14,505 2,210 0,53 16,675 1,920 0.43 14,505 2,515 0,60 18,980
WSW18x9 4,000 1,920 0.43 14,505 2,010 0.48 15,160 1,920 0.43 14,505 2,390 0.57 18,045
7,500 1,920 0.43 14,505 1,775 0.42 13,395 1,920 0.43 14,505 2,155 0.51 16,280
1,000 4,190 0.43 23,275 4,290 0.46 23,830 4,190 0.43 23,275 5,035 0.54 27,985
WSW24x9 4,000 4,190 0.43 23,275 4,000 0.43 22,240 4,190 0.43 23,275 4,750 0.51 26,395
7,500 4,190 0.43 23,275 3,670 0.40 20,390 4,190 0.43 23,275 4.415 0.48 24,540
1,000 630 a.so 9.175 810 0.67 11,810 630 0,50 9,175 810 0.67 11,810
WSW12x10 4,000 630 0.50 91175 810 0.67 11,810 630 0.50 9,175 810 0.67 11,810
7,500 630 0,50 9,175 810 0,67 11,810 630 0,50 9.175 810 0.67 11,810
1,000 1,715 0.49 14,440 1,980 . 0.59 16,675 1,715 0.49 14,440 2,225 0,67 18,715
WSW18x10 4,000 1,715 0.49 14,440 1.800 0.54 15,160 1,715 0.49 14,440 2,145 0.64 18,045
7,500 1,715 0.49 14,440 1,590 0.48 13,395 1,715 0.49 14,440 1,935 0.58 16,280
1,000 3,675 0.48 22,740 3,850 0.54 23,830 3,675 0.48 22.740 4,520 0.63 27,985
WSW24x10 4,000 3,675 0.48 22,740 3,590 0.50 22,240 3,675 0.48 22,740 4,265 0.60 26,395
7,500 3,675 0.48 22,740 3,295 0.46 20,390 3,675 0.48 22,740 3,965 0.55 24,540
1,000 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11,810
WSW12x11 4,000 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11 ,810
7,500 575 0.55 9,190 735 0.73 11,810 575 0.55 9,190 735 0.73 11,810
1,000 1,510 0.53 14,010 1,800 0.67 16,675 1,510 0.53 14,010 1,975 0.73 18,335
WSW18x11 4,000 1,510 0.53 14,010 1,635 0.61 15,160 1,510 0.53 14,010 1,945 0.72 18,045
7,500 1,510 0.53 14,010 1,445 0.54 13,395 1,510 0,53 14,010 1,755 0,65 16,280
1,000 3,295 0.53 22,485 3,490 0.58 23,830 3,295 0.53 22,485 4,100 0.69 27,985
WSW24x11 4,000 3,295 0.53 22,485 3,260 0.55 22,240 3,295 0.53 22,485 3,865 0.65 26,395
7,500 3,295 0.53 22,485 2,965 0.50 20,390 3,295 0.53 22,485 3,595 0.60 24,540
1,000 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0.80 10,915
WSW12x12 4,000 485 0.62 8,540 625 0.80 10,915 465 0.62 8,540 625 0.80 10,915
7,500 485 0.62 8,540 625 0.80 10,915 485 0.62 8,540 625 0,80 10,915
1,000 1,340 0.58 13,580 1,645 0.75 16,675 1,340 0.58 13,580 1.755 0,80 17,770
WSW18x12 4,000 1,340 0.58 13,580 1,495 0.68 15,160 1,340 0.58 13,580 1,755 0.80 17,770
7,500 1,340 0.58 13,580 1,320 0.60 13,395 1,340 0.58 13,580 1,605 0.73 16,280
1,000 2,920 0.58 21,795 3,195 0.66 23,830 2,920 0.58 21,795 3,750 0.77 27,985
WSW24x12 4,000 2,920 0.58 21.795 2.980 0.61 22,240 2,920 0.58 21,795 3,540 0,73 26,395
7,500 2,920 0.58 21,795 2,735 0,56 20,390 2,920 0.58 21,795 3,290 0.68 24,540
See footnotes on next page.
34
ESR-2652 Most Widely Accepted and Trusted Page 23 of 41
WSW-AB
SHEAR REINFORCEMENT
PER 5N.JSW1 WHEN
WSW-AB
MINIMUM CURBISTEMWALL
WIDTH PER 5N.JSW1.
2Ya·+-------
REQUIRED.
SHEAR REINFORCEMENT
PER 5/WSW1 WHEN
REQUIRED. H
5" MIN. FOR
WSW-AB7l8
6"MIN FOR
WSW-AB1
S"MIN. FOR
WSW-AB7/8 +----
6" MIN FOR ~---
WSW-AB1
112 W 112W
w
H
s• MIN. FOR
WSW-AB7l8
6"MIN FOR
WSW-AB1
112W 112W
w
SLAB ON GRADE FOUNDATION CURB OR STEMWALL FOUNDATION
w
REGISTERED DESIGN PROFESSIONAL
IS PERMITTED TO MODIFY DETAILS
FOR SPECIFIC CONDITIONS.
WSW-AB
WSW-AB
r MINIMUM CURB/STEMWALL
WIDTH PER 5/WSW1.
2Ya•+--------.-.1'4rL-~,,-SHEAR REINFORCEMENT
H
S"MIN. FOR
WSW-AB7/8
6"MIN FOR
WSW-AB1
112W 112W
w
PER 5/WSW1 WHEN
REQUIRED.
INTERIOR FOUNDATION BRICK LEDGE FOUNDATION
NOTES:
1. SEE 2/WSW1 FOR DIMENSIONS AND ADDITIONAL NOTES.
2. SEE 5/WSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED.
3. MAXIMUM H = le · d8. SEE 3/WSW1 AND 4/WSW1 FOR le·
1/WSW1 -STRONG-WALL WOOD SHEARWALL ANCHORAGE -TYPICAL SECTIONS
FIGURE 6-STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (1/WSW1)
ESR-2652
DESIGN
CRITERIA
SEISMIC
WIND
NOTES:
Most Widely Accepted and Trusted
SIMPSON STRONG-WALL~ /SLAB OR CURB AND
WOOD SHEARWALL A SURROUNDING FOUNDATION
NOT SHOWN FOR CLARITY
.------------,--I-. -~ -, .-, . 7 . \,_ -.
½W I°: "~ .• 4•.1 w +---_,___--,t+--•
1· '--+--------:.,,----+,,,,._,____ • I
L .::_:_ ~--~--
½W
_··:__,j WSW-AB
½W ½W
SEE TABLE BELOW FOR DIMENSIONS
FOUNDATION PLAN VIEW
WSW ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE
WSW-AB7/8 ANCHOR BOLT WSW-AB 1 ANCHOR BOLT CONCRETE ANCHOR ASD ASD CONDITION STRENGTH ALLOWABLE W(in.) d8 (in.) ALLOWABLE W(in.) TENSION (lb.) TENSION (lb.)
11,900 27 9 16,100 33 STANDARD
13,100 29 10 17,100 35 CRACKED
HIGH 24,900 43 15 33,000 51
STRENGTH 27,100 46 16 35,300 54
STANDARD 12,500 24 8 15,700 28
UNCRACKED 13,100 25 9 17,100 30
HIGH 25,300 38 13 32,300 44
STRENGTH 27,100 40 14 35,300 47
5,100 14 6 6,200 16
STANDARD 8,700 20 7 11,400 24
13,100 27 9 17,100 32
CRACKED 15,900 30 10 21,100 36
HIGH 18,400 33 11 27,300 42
STRENGTH 23,100 38 13 31,800 46
27,100 42 14 35,300 50
5,000 12 6 6,400 14
STANDARD 9,300 18 6 12,500 22
13,100 23 8 17,100 28
UNCRACKED 15,200 25 9 21,900 32
HIGH 19,900 30 10 26,400 36
STRENGTH 24,000 34 12 31,500 40
27,100 37 13 35,300 43
Page 24 of 41
d0 (in.)
11
12
17
18
10
10
15
16
6
8
11
12
14
16
17
6
8
10
11
12
14
15
1. ANCHORAGE DESIGNS CONFORM TO ACI 318-11 APPENDIX D AND ACI 318-14 WITH NO SUPPLEMENTARY REINFORCEMENT FOR
CRACKED OR UNCRACKED CONCRETE AS NOTED.
2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF WSW-AB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH
STRENGTH (HS) (ASTM A449).
3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C -F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C MAY USE WIND ANCHORAGE
SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-11 SECTION D.3.3.4.3 AND ACI 318-14 SECTION 17.2.3.4.3.
4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND BAND DETACHED 1 AND 2 FAMILY DWELLINGS IN SOC C.
5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE
REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT.
6. REFER TO 1NVSW1 FOR d •.
2/WSW1 -STRONG-WALL WOOD SHEARWALL TENSION ANCHORAGE SCHEDULE
FIGURE ~STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (Continued) (2/WSW1)
ESR-2652 Most Widely Accepted and Trusted
ClOSEDTlf
ANCHOA REINFORCEMENT PER TABLE
----Pl.ACE ANCHOR REINFORCfMENT WHERE
INDCATED BASED ON REQUIRED OUANTITY
(EX. 2 lES REQUIRED: PLACE AT
LOCATl()NS MARKED 1 AND2)
r
SHEAR REINFORCEMENT PER
51WSW1 WHEN REOUIREO
GRADE BEAM SHEAR ne REINFORCEMENT BY REGISTERE.D DESIGN PROFESSIONAL
Page 27 of 41
----PLACE ANCHOR REINFORCEMENT WHERE
WDICATEO BASED ON REQUIRED QUANTITY
(EX. 2 TIES REQUIRED: Pt.ACE AT
LOCATIONS MARKED 1 AND 2)
~----SHEAR REINFORCEMENT PER 5/WSW1 WHEN REQUIRED r
GRADE BEAM SHEM Tie REINFORCEMENT BY REGlSTeREO DESIGN PROFESSK>NAL
GRADE BEAM ELEVATION AT 24" WALL MODELS 1-WSW1.1 GRADE BEAM ELEVATION AT 12" AND 18" WALL MODELS 2-WSW1.1
t!QIE.
ANCHOR REINFORCEMENT
IS FOR ANCHORAGE ONLY. GRADE BEAM DESIGN (SIZE
ANO REINFORCEMENT) BY
REGISTERED OEStGN
PROFESSIONAL
D 16"t)',"
ANCHOR REJN. NOTE'
MINIMUM DISTANCES
FROM THE ANCHOR SOLT PLATE WASHER TO TOP
ANO BOTTOM OF CLOSED
TIE REINFORCEMENT ARE
13· AND 5• RESPECT,VEL Y.
WSW ... r r-SHEAR REINFORCEMENT PER
/ / 5/INSW1 WHEN REQUIRED
ClOSEO TIE ANCHOR RENFORCEMENT PER T"'8LE, REQUIRED 10" WIDTH MAY DIFFER FROM GRADE SEMI SHfAR TIE REINFORCEMENT WIDTH THAT IS OESK3NED 8Y REGtSTERED DESIGN PROFESSIONAL,
DIMENSIONING NOTES· O: DEPTH BY REGISTERED DESIGN
PROFESSIONAL (24" MIN).
W: WIDTH BY REGISTERED DESIGN PROFESSIONAL (18" MIN).
CONTINUOUS GRAOE BEAM TOP ANO BOTTOM RE.INFORCEMEHT
BY REGISTERED OESfGN PROFESStONA.L
DIMENSIONING NOTES· 0: DEPTH BY REGISTERED DESIGN PROFESSIONAl. (24" MIN).
W: WIDTH BY REGISTERED DESIGN
PROFESSIONAL (18" MIN).
GRADE BEAM SECTION AT ANCHOR REINFORCEMENT 3-WSW1.1 GRADE BEAM SECTION AWAY FROM ANCHOR REINFORCEMENT 4.wsw1.1
STRONG-WALL ANCHOR ANCHOR WOOD SHEARWAU MODEL NO. DIAMETER (in.) WIDTH(in.}
12" MOOEL WSW-A87f8 7/8 WSW-AB7f8HS 18"MOOEL
24" MODEL WSW-AB1
WSW.A.81HS
NOTES:
WSW GRADE BEAM ANCHOR REINFORCEMENT
ANCHOR REINFORCEMENT
FOR WIND ANO SEISMIC u.,
STANDARD HIGH STRENGTH
STRENGTH WSW-AB (HS) WSW-AS
AMPLIFIED LRFO APPLIED DESIGN
SEISMK: MOMENT (ftAbs.) •.u .r
STANDARD
STRENGTH WSW-AB
HIGH STRENGTH
(HS)WSW-AB
0, ~ 24,700
4. #4 CLOSED TIES PER~ 6· #4 CLOSED TIES PER6Y r--------+----------j 24,700
44,100 50.600
2-#4 CLOSED TIES PER 4-#4 CLOSED TIES PER 75,600 93,600
1. ANCHOR REINFORCEMENT CONFORMS TOACI 318-14 SECTION 17.4.2.9 ANO ACl 318-11 SECTION 0.5.2.9. FULL-SCALE TESTING WAS USED TO VALIDATE ANCHOR REINFORCEMENT CONFIGURATION ANO PLACEMENT.
2. MINIMUM CONCRETE COMPRESSIVE STRENGTH. re• 2500 psi.
3. CLOSED TIE ANCHOR REINFORCEMENT TO BE ASTM M 15 GRADE 60 (MIN) #4 REBAR.
4. GRADE BEAM LONGITUDINAL ANO TIE REINFORCEMENT SHALL BE SPECIFIED BY THE REGISTERED DESIGN PROFESSIONAL FOR FLEXURE AND SHEAR LOADING, DESfGN SHOULD CONSIDER PROJECT
SPECIFIC DESIGN LOADS ANO ALLOWABLE SOIL PRESSURE.
5. SIMPSON STRONG-TIE RECOMMENDS USING THE TABULATED MINIMUM AMPLIFIED LRFO APPLIED SEISMIC DESIGN MOMENT TO ENSURE GRADE BEAM DESIGN FLEXURE ANO SHEAR STRENGTH IS ADEQUATE TO PREVENT PLASTIC HINGE FORMATION UNDER DEMANDS ASSOCIATED WITH ANCHORAGE FORCES CORRESPONDING TO ACJ 318-1-4 SECTION 17 2.3.4.3 AND ACI 31&-11 SECTION 0.3.3.4.3.
6. DESIGNER MAY USE REDUCED MOMENT DUE TO APPLIED WSW LATERAL LOAD. MINIMUM MOMENT SHALL BE THE LESSER OF THE TABULATED MOMENT OR THE AMPLIFIED LRFO DESIGN MOMENT FOR SEISMtc: (ASO DESIGN DEMAND SHEARJ0.7) x 0., ,r. WSW WALL HEIGHT FOR GRADE BEAM DESIGN.
7. MINIMUM GRADE BEAM DESIGN MOMENT FOR WINO ANO SEISMIC IN SEISMIC DESIGN CATEGORY A AND 8 ANO DETACHED 1 ANO 2 FAMILY DWELLINGS IN SOC C: (ASD DESIGN DEMAND SHEARI0.6) x
WSW WALL HEIGHT.
8. CLOSED TIE MAY BE SINGLE PIECE HOOP OR TWO PIECE ASSEMBLY WITH AU-STIRRUP WITH STANDARD 135 DEGREE HOOKS AND A TOP CROSS TIE CAP. SEE OETAIL6/WSW1.1.
9. SEE OETAn.S FOR GRADE BEAM ANCHOR REINFORCEMENT PLACEMENT, INSTALLATION ANO SPACING REQUIREMENTS. CLOSED TIE ANCHOR REINFORCEMENT QUANTITY IS PER WALL FOR THE 12· ANO 18" WALL MODELS, ANO PER ANCHOR FOR THE 24. MODEL.
WSW-AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS 5-WSW1.1
1, 2, 3, 4, 5/WSW1 .1 -WSW-AB ANCHOR GRADE BEAM REINFORCEMENT AND DESIGN MOMENTS
FIGURE 6-STRONG-WALL WOOD SHEARWALL ANCHORAGE DETAILS (Continued) (1 , 2, 3, 4, 5/WSW1.1)
~1
SIMPSON
Strong-Tie
I!!)
Anchor Designer™
Software
Version 2.5.6554.1
1.Proiect information
Customer company: Bettencourt Residence
Customer contact name:
Customer e-mail:
Comment:
2. Input Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Bonded anchor
Material: F1554 Grade 36
Diameter (inch): 0.625
Effective Embedment depth, h., (inch): 10.000
Code report: ICC-ES ESR-2508
Anchor category: -
Anchor ductility: Yes
hmin (inch): 13.13
Cac (inch): 18.69
Cm1n (inch): 1.75
Sm1n (inch): 3.00
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: No
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: Yes
<Figure 1>
Company: La Costa Engineering I Date: I 6/1/2020
Engineer: Martell B. Montgomery I Page: I 1/4
Project:
Address: 2226 Faraday Ave., Carlsbad, CA 92008
Phone: (760) 931-0290
E-mail: marty montgomery@yahoo.com
Project description: 1849 High Ridge
Carlsbad, CA 92008
Location: Existing Concrete Footing
Fastening description: Retrofit Hold Down
Base Material
Concrete: Normal-weight
Concrete thickness, h (inch): 22.00
State: Cracked
Compressive strength, f c (psi): 2500
lj)c.v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Hole condition: Dry concrete
Inspection: Continuous
Temperature range, Short/Long: 150/1 10°F
Ignore 6do requirement: Not applicable
Build-up grout pad: No
z
25931b
(
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
SIMPSON
Strong-Tie
<Figure 2>
Anchor Designer™
Software
Version 2.5.6554.1
Recommended Anchor
13.25
Anchor Name: SET-XP®-SET-XP w/ 5/8"0 F1554 Gr. 36
Code Report: ICC-ES ESR-2508
Company: La Costa Engineering I Date: I 6/1/2020
Engineer: Martell B. Montgomery I Page: I 2/4
Project:
Address: 2226 Faraday Ave., Carlsbad, CA 92008
Phone: (760) 931-0290
E-mail: marty montgomery@yahoo.com
1.75
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
SIMPSON
Strong-Tie
Anchor Designer™
Software
Version 2.5.6554.1
3, Resulting Anchor Forces
Anchor
Sum
Tension IOad,
N,. (lb)
2593.0
2593.0
Maximum concrete compression strain (%o): 0.00
Maximum concrete compression stress (psi): O
Resultant tension force (lb): 2593
Resultant compression force (lb): 0
Company:
Engineer:
Project:
Address:
Phone:
E-mail:
Shear load x,
V,a, (lb)
0.0
0.0
Eccentricity of resultant tension forces in x-axis, e'N~ (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
4, Steel Strenath of Anchor in Tension {Sec.17.4.1)
N,. (lb) ¢ ¢N,. (lb)
13110 0.75 9833
5 Concrete Breakout Strength of Anchor in Tension (Sec 17 4 2)
Nb= kcAa✓fchar1-5 (Eq.17.4.2.2a)
k, fc (psi) hat (in) N, (lb)
17.0 1.00 2500 8.833 22315
,PNcb = ,P (ANcl ANco) 1i'ad,N 11'c,N1i'cp,NNb (Sec. 17 .3.1 & Eq. 17.4.2.1 a)
Ca.min (in) 1f'c,N
271.95 702.25 1.75 0.740 1.00
6. Adhesive Strength of Anchor in Tension {Sec. 17.4.5)
n,cr = 'fk,crfshorl-larmKsat
'fk,cr (psi) fshr:nt-term 'fk.cr (psi)
435 1.72 1.00 748
Nba = A at:crndah11,(Eq. 17 .4.5.2)
A a 'fer (psi) da (in) h11t(in) No, (lb)
1.00 748 0.63 10.000 14691
t/>Na = t/> (ANal ANao) 1i'ad,Na lf'cp,NaNba (Sec. 17.3.1 & Eq. 17.4.5.1 a)
ANa (in2) ANao (in2) CNa (in) Ca,m;n (in) 'F11<1,Na
126.63 258.98 8.05 1.75 0.765
La Costa Engineering I Date: I 6/1/2020
Martell B. Montgomery I Page: I 3/4
2226 Faraday Ave., Carlsbad, CA 92008
(760) 931-0290
marty montgomery@yahoo.com
Shear load y,
Vuay (lb)
0.0
0.0
1f'cp,N N,(lb)
1.000 22315
IPcp,Na N,-(lb)
1.000 14691
Shear load combined,
✓(V,,,)'+(V,.,)' (lb)
0.0
0.0
¢Nro (lb)
0.65 4155
¢N, (lb)
0.65 3573
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
--------·-~·
40
SIMPSON
Strong-Tie
Anchor Designer™
Software
Company: La Costa Engineering I Date: I 6/1/2020
Engineer: Martell B. Montgomery I Page: I 4/4
Project:
• Version 2.5.6554.1 Address: 2226 Faraday Ave., Carlsbad, CA 92008
Phone: (760) 931-0290
E-mail: marty montgomery@yahoo.com
11, Results
11. Interaction otTensile and Shear Forces (Sec. D.7)?
Tension Factored Load, Nua (lb) Design Strength, 0Nn (lb) Ratio
Steel 2593 9833
Concrete breakout
Adhesive
2593
2593
4155
3573
0.26
0.62
0.73
SET-XP w/ 5/8"0 F1554 Gr. 36 with hef = 10.000 inch meets the selected design criteria.
12. Warnings
Status
Pass
Pass
Pass (Governs)
41
-When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension
and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong.Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
-
METAL GUARDRAIL CALCULATION CBC 2019
TRY 1 1/2" SQ. METAL POSTS 3'-6" HIGH: Post Spacing: 4 ft o.c.
P ---u
3'-b "
X-SECTION VIEW
Case 1: w= 50 lb/ft 1607.8.1
200 lb
Case 2:
FT. OF ROTATION
11/i' SQ. H TL. POSTS @ 48 'o .c.
( 4 )-3/8 "xl "L LAG
SCREWS @ 4 '-0 " o .c.
3 "
P= (4' o.c.)(50 lb/ft)=
P= 200 lb 1607.8.1.1
TENSION FROM RESISTING MOMENT:
PR= (200 lb )(3.5')/(2.25"/12 in/ft)= 3733 lb
For 2 Lag Screws in Withdrawal:
PR= (3733 lb )/2 lags= 1867 lb/lag
FIND LENGTH PER NOS 2018:
Withdrawal Table 12.2A
For 3/8"0 Lag screw: 305 lb/in penetration
(1867 lb/305 lb/in)= 6.12 in
Include 0.19 in Steel Pl. + 0.22 Screw Tip
L= 6.53 in -Use 7 in OK
CHECK COMPRESSION FROM BASE PLATE:
Fe= 625 psi Table 4A
fc= (200 lb)(3.5')/(2.25")(5")(1 ")(12)= 7 47 psi
'40' 1v,"1'1<I" F'c= (625 psi)(1 .33)= 831 psi > 747
OK 3 "x5"x3/lb "
BASE PL.
(4 )-3/e "xl "L LAG
SCREWS THRU
7/10 " f-lOLES.
I"
-I"
-3~"
BASE PLATE
TOP VIEW USE (4) 3/8"0 x 7"L LAG SCREWS INTO
4x D.F. MATERIAL AT EA. METAL POST
TO DECK CONNECTION @ 4'-0" O.C.
VATER POLLUTION PREVENTION NOTES
:ESSARY EQUIPMENT AND MATERIALS SHALL BE
ILE ON SITE TO FACILITATE RAPID INSTlliATION
SION AND SEDIMENT CONTROL BIi's YI\JEN RAIN
SNT.
l'IER/CONTRACTOR SHAILL RESTORE ,ILL EROSION
L DE'llCES TO v«JRKING ORDER TD THE SATISFACTION
CITY INSPECTOR AFTER EACH RUN-Off PRODUCING
L
l'IER/CONTRACTOR SHAILL INST,ILL ADDITIONAL EROSION
L MEASURES AS MAY BE REQUIRED BY THE CITY
"OR DUE TO INCOMPLETE GRADING OPERATIONS OR
SEEN CIRCUMSTANCES \\lilCH MAY ARISE.
~OVABLE PROTECTIVE DE'llCES SH,ILL BE IN PLACE
END OF EACH v«JRKING DAY YlllEN THE AVE (5)
IN PROBABILITY FORECAST EXCEEDS FORTY PECENT SILT AND OlHER DEBRIS SHALL 1£ REMOVED AFTER
AINFALL
AVEL BAGS SHAILL CONTAIN 3/4 INCH MINIMUM
ATE.
,TE EROSION AND SEDIMENT CONlROL AND PERIMETER
TION BEST MANAGEMENT PRACTICE MEASURES MUST
"ALLED AND MAINTAINED.
Y INSPECTOR SH,ILL HAVE THE AUTHORITY TO ALTER
AN DURING OR BEFORE CONSTRUCTION AS NEEDED
JRE COMPLIANCE 111TH CITY STORM WATER QUALITY
TIONS.
'S CERTIFICA1ll:
AND IIHD ACKNO'M.EDGE THAT I MUST: (1) IMPLEMENT
AGEMENT PRACllC[S (BMPS) DURING CONSTRUCTION
TO THE MAXIIIUM EXTENT PRAC11CMILE TO A\00
JZATION Of POWJTIIHTS SUCH AS SDJIMENT AND TO
EXPOSURE Of STORM WATER TO CONSTRUCTION
'W.UTIIHTS; 00 (2) Alll£RE TO, AND AT ALL TIMES,
1TH THIS CITY APPROVED TIER 1 CONSTRUCllON SYf'PP
UT 1\£ OORATION Of THE CONSTilJCTION ACTI"1TIES
CONSTRUCllON llllRK IS~~ IIHD APPROVED TY ,.0f\ CAj11.SBAD. D
! "1-'t" ~
IE$NT), q l' ~ /i O
DA
STORM WATER COMPLIANCE FORM
TIER 1 CONSTRUCTION SWPPP
E-29
CB R2020-/Z~
SW
BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE
Best Management Practice'
(BMP) llescription ➔
=~➔
Can0n-."""I
Grodi,g~ Olsturbmce Trench~ ~wrtlon
Stockpllnq
n,11111"1!!!!:!!,g_
-~fefiipiio1t Sawcuu~
ConcntL flabrorlc
Paw,9
Condl,!t/Pi>e lM\QllotJ~_ •I Stucco(t.lcriQI'~ -·-StOplqA.avDown Area
Egui,ment_MOiltenonce and Fuellno
Hozonloua Substance Uae/5toro_g11
Oewoterlng
Slte Access Across Dfrt
other (llat~
Instructions:
ii
·-""""" """
"' ~: ._. g' 61 = ~ J1n -~ 'ji:ic§,.!s
i J 11 l
~l"'I O 1-6 6 6 6 l.&.I 1-1-1 ..........
-""""-
~ Ii
~I
r I I m fo .. fl 0 B § 'ii o ~-Iii I ,!, ,g i o a:: m i· ~ 11.1 ~~ ii 6 ~ 3 cnJ .. ~
-1"'l"l~lwl ~ l"'I:;, ~~il!il!il!il!il!1,1
--
..
T-°""""BMP,
! I ~ ~ .§ .§
~ N ~
----
! ,5 f.9-
;
.. <::. ..
0~~ 1 '3 • w
"O .. j "O .§ •~ !io -•• C .i_ -. '8 ..,-
:i; ~ t • -i; j ~ ~a. a. a. >Q
~ ,., I~ I ., J, J, J, z z z
Wffll Mlnaglm8f1I andMlllerlall -"""""-
5
I ~
Jg_11 ol: o "'"' "'
i ~ Ii Ii • 8' ,g -;; .ll
j ! •il !ii iil
i d::g !t II iii ] .,.6 ·-a ~6 s.;5 U1 btu ~2 :c2 O:::a:
-1N\"'\" I I I I ii i i i
~
i
~
i 'l' i
1. Check the box to the left of all oppllcd>le construction activity (first column) expected to occur during construcllan.
2. l.ocoted <iong the top of the Bt.F Td»e la a list of BMP's with It'• correaoondlng California Stormwoter Quality Assockllkn (CASQA) ~atlon number. Choose one
or more BUP'"s you Intend to use li.Jring construction from the list. Check the b<ric wh.-e the chosen activity row Intersects with the BMP column.
J. Refer lo the CASQA construction handbook for lnformatkn and deta0s of the chosen BMPs and how to apply them to the projecl
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.
-BMP's are subject to fleld Inspection-
Page 1 of 1
Site Address: ,,, t \ ½:..'1.:; ~.;,4'U 'r'Sri
Nome: t.l \a. 0 Em,rga,cy ~t i ~
24 H,... Phon~ 'I~~ J1 -{<t(,6
Construction Threat to Storm Water Quality
(Check Box)
0 MEQ;UM 11J LOW
REV 02/16
9{17/2020 • SCHOOL FEES PAID-BETTENCOURT.jpeg
-
City of
Carlsbad
CERTIFICATION OF SCHOOL FEES PAID
Thll form must be co111pletl!d by tile City, the 11ppl>cant, and the appl'tll)rtate ~I (!1.StnCt$ ~nQ retvmea to tile City prior
to i)SUll'Q o bulldin9 permit. The City w·ll not issue anv bulldir,.g permit without a coml)'leted sdlool f~ form.
Project#& Name:
Pem,it #· CBR2020-l2Sl ... jjiillllll~-r-------
P r o j QCI Address: 1849 HIGH RrDGE AVE -----------------
Assess ot' s Paroe1 #: 2073841800 .;;_;..;...,_,;;__, ____________ _
Project Applicant COOWNER BITT£NCOURT RYAN AND ANl't
(Owner Name.)
Residential Square Fut:
NewtAdd1tlons: ""'567 ________________ _
Second Owelllng Unit: _______________ _
Commorclal Square Feet:
New/AddiUons: -----------------
Date: 07 /23(2020
~rtiticatlo<\ or APl)lic:lrt!/OWneni.. Tho versor• t:KCCll1.i~ thh• dod.ntlon (-0..r«") Cllll1J5es
Undllf ~lly Of l)QrfUfY Uia1 (11 fhe ~n l)IUl'ided above is CCIITeet end true to Iha
oo5t of 1he Owne!'s ~~-1md that lhe Owni;r ...,ii fl1e an amended a!l't#lcat.on of
pe)'fflllnt 2.lllf pay the ~dl!Jt'Cnal fee II Owner reque"t.s an ~ rn thO nu~• ot
dW ina or squar11 roo13gr1 alt~ 1hc IXJl!ding. PfflTlll ;.:; i$$Uod or it lhlP ntiel
C1et~1111inouon cf unlit o, SQUIJro loolillJI!: 11 team IO bll incofflJd. and tll6t (2) It.a Owner is
Lll4I QW!lorf~•olopor of 111e aboY9 described proJect(&t. or INt lhe person execu!Jng 11)19
dec:lanuion r.i au,horized to Slgl1 on behBlf of Ille Owne,.
[Z] Carlsb.ld Unlf1ed School District
6225-El Camino Real
Carfsbotd CA 92009
Phooo: (760) 331-6000
D Encinitas Union Sc.hool District
101 South R:ancno Santa Fit Rd
Encinitas. CA 92024
Phone: (760) 944-4300 x1166
0 San Dlegui\o Union H.S. Dl9trlct
684 RoqlHlza Or.
Encinitas, CA 92024
Ph\:lne: (760) 7-53-6491 Fxt 551◄
tBy Appl Only)
D San Mercos Unlfkld Sch. Dlatnct
255 Piao Ave S(e. 100
San Marooc;, CA 92069
PhOno: (760) 290-2649
Com.act Katherine Ma.rcelja
(By Applooly)
0 Vista Unified School District
1234 AICildla Dr\vo
Vista CA 92083
Phone. (760) 726,.2170 )(2222
SCHOOL DISTRICT SCHOOl PH C!RTll'ICATION
(To be completed by the ..:hooJ dl.tnct(•))
THIS FORM lNDICATES TttAT THE SCHOOL DISTRICT RfQUlRcMENTS
FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED,
The undersigned, being duly authorized by ~ applleable SChool P lstrlct. "rtlfl" ttlat the de11clopcr, bvilder,
or owner has satisfied the obllgatlon for school fadlltlu, This Is to eert1fy that ttle epplJc.1hl listed on ~e t
has paid .a.II amounts or ic.ompleted other appllc;ible school mltlgatfon determined by the school District. The
City may Issue bulldl119 permlu fOI' thf~ pro_te«.
Signature of AtJthoriZe<JSa,oo!Olstriciotfictal:-D,.,c<Ss_ ~ co.[!i:"O\.• :n. (. '_J , ,,t.._ l.,Q
l C G--.. ,-=l \ <'{-U. ' ..... ) •
llUe: ,;:" • ~ s:,'•:r:,.\;;..t ::X:VrW !),•l}s> Date: 9 -l (r .:UQI) \
Name of Schoof Distnct: CAR1SSADUN1FIEDSCMOOI.OJST!UCT Phone:' 1( {{ 3 3l ,.:. Cl{\("'\
6225 El CAM1NO REAL
Community &. EconomiCRltl!!,OIC!9!ol)fulldlng DMslon
1635 hr.ad.1v Avenue I ~rlib.id, CA 920011 ' 760·602-2719' I 760-60H!558 fax I bol1drng@ltartsbad~a gGv
SE 7 2020
https://drive.google.com/file/d/1cAdcdlsj4HHrjP-WMrvRxkfAMlfumVwG/view 1/1
C cityof
Carlsbad
PURPOSE
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
B-50
Development Services
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. Unless none of the requirements apply, 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 .
..i1 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.
...i Details on CAP ordinance requirements are available on the city's website.
Project Name/Building
Permit No.:
Property Address/APN:
Applicant Name/Co.:
Applicant Address:
Contact Phone:
Appllcatlon lnfonnatlon
____ J-/_,•_,~~-f-_,·_,_4._v_e __ BP No.: ~Zc.J-12.52.
3oq I 2;
Contact information of person completing this checklist (if different than above):
Name: "Rt,be.,,rf ~ Tu Contact Phone:
Company
name/address:
-Zteo-Li 73-l l, b 6
l, s SC., r () 1 'c-e 5 st ~ r~-, L, (µ
Applicant Signature: _cl!t~~ ..... &1-~~~r--~------Date: _l_l_,-_l_O __
8-50 Page 1 of 3 Revised 04/19
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 residential alterations and additions to existing buildings, contact the building counter for the building permit valuation.
Building Permit Valuation (BPV) $ -{,t <z{O l O O c> c-1 IL\ ) 7 \ Q
Construction Type Con1)lela Sec:tion(s) Notes:
liJ Residential
□ New construction 1A
~ Alterations:
BPV :?: $60,000
• Electrical service panel upgrade
1-2 family dwellings and townhouses with attached garages
only
□ BPV :?: $200,000 1A
Multi-family dwellings only where interior finishes are removed
and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
0 Nonresidential
□ New construction 1B and 2
□ Alterations 2
1. Electric Vehicle Charging
A g Residential New construction and major alterations (or electric panel upgrade)*
__ p• ...... se refer to Carlsbad Ordinance CS-349 when completing this section .
.11)e and two-family residential dwelling or townhouse with attached garage:
)g;(one EVSE ready parking space required □ Exception :
□ Multi-family residential· □ Exception ·
Total Parking Spaces EVSE Spaces
Proposed Capable I Ready I Installed
I I
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 dwellin~ and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or
include an electrical service panel upgrade; (2) for multifamily dwellin~ (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) □ Exception ·
Total Parking Spaces EVSE Spaces
Proposed Capable I Ready I Installed I Total
I I I
Calculation: Refer to the table below:
Total Number of ParkinQ Spaces provided Number of reauired EV Spaces Number of reQuired EVSE Installed Spaces
□ 0-9 1 1
□ 10-25 2 1
□ 26-50 4 2
□ 51-75 6 3
□ 76-100 9 5
□ 101-150 12 6
□ 151-200 17 9
□ 201 and over 1 0 percent of total 50 oercent of Required EV Spaces
Updated 4/12/2019 2
City of Carlsbad Climate Action Plan Consistency Checklist
2. 0 Transportation Demand Management (TOM)
A List each proposed nonresidential use and gross floor area (GFA) allocated to each use.
B. Employee ADT/1,000 square feet is selected from the table below.
Use GFA Employee ADT for first Employee ADT for each
1,000S.F. subsequent 1,000 S.F.
Total
If total employee ADT is greater than or equal to 110 employee ADT, a TOM plan is required.
TOM plan required: Yes D No D
Updated 4/12/2019
ADT for first Emp ADT/
Use 1,000 s.f. 1000 s.f.1
Office (all)2 20
Restaurant 11
Retaib 8
Industrial 4
Manufacturing 4
Warehousina 4
1 Unless otherwise noted, rates estimated from /TE Trip
Generation Manual, 10thEdition
20
11
4.5
3.5
3
1
2 For all office uses, use SAN DAG rate of 20 ADT/1 ,000 sf to
calculate employee ADT
3 Retail uses include shopping center, variety store, supermarket,
gyms, pharmacy, etc.
Other commercial uses may be subject to special
consideration
Sample calculations:
Office: 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf= 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. (8,334 sf I 1 000 x 4.5) + 8 = 46 Emplovee ADT
Total EmployeeADT
3