HomeMy WebLinkAbout1911 PALOMAR OAKS WAY; ; CBC2021-0283; PermitBuilding Permit Finaled
Commercial Permit
Print Date: 08/30/2022
Job Address: 1911 PALOMAR OAKS WAY,
BLDG-Commercial
2120910800
CARLSBAD, CA 92008-6511
Permit Type: Work Class: Tenant Improvement
Parcel#:
Valuation:
Occupancy Group:
#of Dwelling Units:
$66,974.40
Track#:
Lot#:
Project#:
Plan#:
Bedrooms: Construction Type:
Bathrooms: Orig. Plan Check#:
Occupant Load: Plan Check#:
Code Edition:
Sprinkled:
Project Title:
Description: DRAM M ECHTER FARMS: MEZZANINE IN WAREHOUSE "WORK AREA" (1440 SF)
Applicant:
DRAMM AND ECHTER INC
ROBERT ECHTER
1251 QUAIL GARDENS DR
ENCINITAS, CA 92024-2368-SAN DIEGO
(760) 438-5548
FEE
BUILDING PLAN CHECK FEE (BLDG)
Property Owner:
RELECO LLC
1911 PALOMAR OAKS WAY
CARLSBAD, CA 92008
BUILDING PLAN REVIEW-MINOR PROJECTS (LDE)
BUILDING PLAN REVIEW -MINOR PROJECTS (PLN)
COMM/IND Tl -STRUCTURAL
COMMUNITY FACILITIES DISTRICT (CFD) FEE -NON-RES
FIRE Plan Resub (3rd&Subsequent Submittal/hr)
FIRES Occupancies< 50,000sq. ft. Tl
PUBLIC FACILITIES FEES -inside CFD
SB1473 -GREEN BUILDING STATE STANDARDS FEE
SEWER CONNECTION FEE (General Capacity all areas)
STRONG MOTION -COMMERCIAL (SMIP)
TRAFFIC IMPACT Commercial-Industrial w/in CFD
Total Fees: $5,804.74 Total Payments To Date: $5,804.74
(city of
Carlsbad
Permit No: CBC2021-0283
Status: Closed -Finaled
Applied: 08/04/2021
Issued: 05/25/2022
Finaled Close Out: 07/20/2022
Final Inspection: 07/20/2022
INSPECTOR: Alvarado, Tony
Balance Due:
AMOUNT
$336.92
$194.00
$98.00
$905.00
$435.74
$447.00
$411.00
$1,218.93
$3.00
$798.40
$18.75
$938.00
$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section
3.32.030. Failure to timely follow that procedure w ill 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 ot her similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
Building Division Page 1 of 1
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
I
{Cityof
Carlsbad
COMMERCIAL
BUILDING PERMIT
APP LI CATION
8-2
Plan Check
Est. Value
PC Deposit
Date
C&'2-t1hl -OZx3
70,ctY)
Job Address /f// /4/o ,4,,Lv-04/(£ t<f/" Suite:. ____ APN:. ________ _
Tenant Name#: Pc o.Y>\..,_ (£c4fev: Lot#: YearBuilt: /99?
Year Built: __ _ Occupancy: __ _ Construction Type: 7{t( Fire sprinklers~ESQNO A/C:~ES0No
BRIEF DESCRIPTION OF WORK: M"'u..o..o ~:<:'&..i tD t A 10.0 ho, ) ~
, WO'<'r\ o...ni.A. ..
0 Addition/New: ___________ New SF and Use,. _________ New SF and Use
______ SF Deck, SF Patio Cover, SF Other (Specify). ___ _
~enant Improvement: /'/'ft, SF,
_____ SF,
Existing Use: _______ Proposed Use: Ae--: "%./n;:,e-
Existing Use: Proposed Use: ______ _
D Pool/Spa :. _____ SF Additional Gas or Electrical Features? ___________ _
D Solar: ___ KW, ___ Modules, M ounted: ORoof O Ground
D Reroof: __________________________________ _
D Plumbing/Mechanical/Electrical
Oother: __________________________________ _
PRIMARY APPLICANT Ro\':)C.<t Ee.rater
Name: B•• , ., H ('c.fc (rt,, £, c
Address: //..S-D G1:16d 6 t:t1-let1r 'f?,,.
City: En ''<>t'f4f State: C-4 Zip: 9.:2 0;1?
Phone: 7'ro -:1 JO -'f-:2zs,t
Email: :6<:c..6 Ur' @ «~4.AIM e,J, l-e,c, Lt,M
PROPERTY OWNER
Name: Reier co LL C.
Address: 191/ /' 1< lo ,M (iv-(2~ /Cf
City: C-(<11-/.r .ko{ State: CA Zip:
Phone: 7/40 -:?IO-t/:12f£
Email: 6 -e.e,/,-/:'-"' fl eu'~-1111 ec h,1..-rCO:tf
DESIGN PROFESSIONAL CONTRACTOR OF RECORD
Name: _________________ Business Name: ~ne;,.c Cc,,,,z ✓t? 4 c.&C/1,,t
Address: Address:..,..... ________________ _
City:. _______ State:. ___ Zip: ____ City: £.rc<.Mcl1J;./4 State: CA; Zip:. _____ _
Phone: Phone:. __________________ _
Email: Email:. __________________ _
Architect State License: CSLB License #:. _______ Class: ______ _
Carlsbad Business License# (Required):. _______ _
APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above informat ion is correct and that the
information an the plans is accurate. I agree to comply with al I City ordi nonces and S tote laws relating to bui /ding
construction. ~
NAME (PRINT): R oJe,•f ,tlct,.ftr SIGN : ~ DATE: .7/lo/4;
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-2 8558 Email: Building@carlsbadca.gov
REV. 07/21
THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _
A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON
SIGNING THIS FORM 15 AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO
PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3
of the Business and Professions Code, and my license is in ful If orce and effect. I a/soaf firm under penalty of perjury one of the
following declarations (CHOOSE ONE}:
DI have and will maintain a certificate of consent to self-Insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the
work which this permit Is Issued. Policy No .. ______________________________________ _
-OR-
DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit Is Issued.
My workers' compensation Insurance carrier and pollcy number are: Insurance Company Name: ____________________ _
Policy No. ___________________________ Expiration Date: _______________ _
-OR-
D Certificate of Exemption: I certify that In the performance of the work for which this permit is Issued, I shall not employ any person In any manner so as to become
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage Is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, In addition the to the cost of compensation, damages as provided for In Section 3706 of the Labor Code,
Interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby afrlrm that there Is a construction lending agency for the performance of the work this permit Is Issued [Sec. 3097 (I) Civil Code).
Lender's Name: ____________________ Lender's Address: ____________________ _
CONTRACTOR CERT/FICA TION: lcertifythatlhaveread the application and state that the above informationiscorrectandthat
the information on the plans isaccurate. I agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): -~--~~--:-~SIGNATURE: _________ DATE: ______ _
Note: If the person signing above Is an authorized agent for the contractor provide a letter of authorization on contractor letterhead.
-OR -
(OPTION B): OWNER-BUILDER DECLARATION:
I hereby affirm that I am exempt from Contractor's License Law for the f ollowing reason:
[9 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure Is not Intended or offered for sale (Sec.
7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and who does such
work himself or through his own employees, provided that such Improvements are not Intended or offered for sale. If, however, the building or Improvement Is sold
within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale).
-OR-
~' as owner of the property, am exclusively contracting with llcensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or Improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
-OR-.
DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND,
~FORM 8-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
By my signature below I acknowledge that, except for my personal residence In which I must have resided for at least one year prior to completion of the
Improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed In Its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted or at the following Web site: http:Ilwww./eginfo.ca.gov/ ca/aw. html.
OWNER CERT/FICA TION: /certify that I have read the application and state that the above information is correct and that the
information on the plans is accurate. /agree to comply with all City ordinances and State laws relating to building
construction. a
NAME (PRINT): /!o~er:+-6. b fell' s1GN: _.
Note: If the person signing above Is an authorized agent for the property owner lnclud
DATE: __ f_·-_/K_-_JJ. __
1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: Email: Bulldlng@carlsbadca.gov
2 REV. 07121
I.
C cityof
Carlsbad
OWNER-BUILDER
ACKNOWLEDGEMENT
FORM
B-61
Development Services
Building Division
1635 Faraday Avenue
442-339-2719
www.carlsbadca.gov
OWNER-BUILDER ACKNOWLEDGMENT FORM
Pursuant to State of California Health and Safety Code Section 19825-19829
To: Property Owner
An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the
property located at:
Site Address __ l_'l_l_l_---#-L;,---'~~10:::..::/\1\....:....:....=<L-r' _a=-...ca!<L!.....CI C=J' __ tu._..::__::t:..""74Z...-,./_c.....__~'-'-/l'..:.._h_·.J....:._< /....:...• ----"""C._;_A'----Lf ci. 008'
/'
The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form
to inform you of the responsibilities and the possible risks associated w ith typical construction activit ies issued
in your name as the Owner-Builder.
The City will not issue a construction permit until you have read and initialed your understanding of each
provision in the Property Owner Acknowledgment section below and sign the form. An agent of the owner
cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and
it is accepted by the City of Carlsbad.
INSTRUCTIONS: Please read and initial each statement below to acknowledge your understanding and
verification of this information by signature at the bottom of the form. These are very important construction
related acknowledgments designed to inform the property owner of his/her obligations related to the requested
permit activities.
~ I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner-
Builder" building permit that erroneously implies that the property owner is providing his or her own labor and
material personally. I, as an Owner-Builder, may be held liable and subject to serious financial risk for any injuries
sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's
insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of
the limits of my insurance coverage for injuries to workers on my property.
11. ~I understand building permits are not required to be signed by property owners unless they are responsible
for the const ruction and are not hiring a licensed contractor to assume this responsibility.
111. ~I understand as an "Owner-Builder" I am the responsible party of record on the permit. I understand that I
may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his
or her name instead of my own.
IV. ./li:::.-1 understand contra ctors are required by law to be licensed and bonded in California and to list their license
numbers on permits and contracts.
V. /l,.£__1 understand if I employ or otherwise engage any persons, other than Ca lifornia lice nsed contractors, and
the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be
considered an "employer" under state and federal law.
1 REV. 08/20
• Owner-Builder Acknowledgement Continued
VI. &:_1 understand if I am considered an "employer" under state and federal law, I must register with the state
and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and
contribute to unemployment compensation for each "employee." I also understand my failure to abide by these
laws may subject me to serious financial ri sk.
VII. 4£__ I understand under California Contractors' State License Law, an Owner--Builder who builds single--family
residential structures cannot lega lly build them with the intent to offer them for sale, unless al l work is performed
by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of
the work is performed under contract with a licensed general building contractor.
VIII. /1L I understand as an Owner--Builder if I sell the property for which this permit is issued, I may be held liable
for any financial or personal inj uries sustained by any subsequent owner(s) which result from any latent
construction defects in t he workmanship or materials.
IX. {L I understand I may obtain more information regarding my obligations as an "employer" from the Internal
Revenue Service, the United States Small Business Administration, the California Department of Benefit
Payments, and the California Division of Industrial Accidents. I also understand I may contact the California
Contractors' State License Bo ard (CSLB) at 1--800--321-CSLB (2752) or www.cslb.ca.gov for more information
about licensed contractors.
X. !lf:.__1 am aware of and consent to an Owner--Builder building permit applied for in my name, and understand
t hat I am the party legally and financially responsible for proposed construction activity at the following address:
/f« /1,/4/f'f,~ 0/rJ M~ {7~~1/~,J Cq &cx,.f .
XI. Lf[_1 agree that, as the party legally and financially responsible forth is proposed construction activity, I w ill abide
by all applicable laws and requirement s that govern Owner--Builders as well as employers.
XII. ~I agree to notify t he issuer of t his form immediately of any additions, deletions, or changes to any of the
information I have provided on this form.
Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who
does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss
you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court.
It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm
is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner-
Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are
properly licensed and the status of their workers' compensation coverage.
Before a building permit can be issued, this form must be completed, signed by the property owner and returned
to the City of Carlsbad Building Division.
I declare under penalty af perjury that I have read and understand all af the information provided on this form and that my responses, including my
authority to sign this form, is true and correct. I om aware that I have the option to consult with legal counsel prior ta signing this form, and I have
either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel.
Property Owner Name (PRINT)
!lit-J:)..._
Date
2 REV.08/20
Building Permit Inspection History Finaled
(City of
Carlsbad
PERMIT INSPECTION HISTORY for (CBC2021-0283)
Permit Type: BLDG-Commercial Application Date: 08/04/2021 Owner: RELECO LLC
Work Class: Tenant Improvement Issue Date: 05/25/2022 Subdivision: CARLSBAD TCT#81-46 UNIT#01
Status: Closed -Finaled Expiration Date: 01 /17/2023 Address: 1911 PALOMAR OAKS WAY
IVR Number: 34981 CARLSBAD, CA 92008-6511
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status
07/20/2022 07/20/2022 BLDG-12 Steel/Bond 187268-2022 Passed Tony Alvarado Complete
Beam
BLDG-84 Rough 187 403-2022 Passed Tony Alvarado Complete
Combo(14,24,34,44)
Checklist Item COMMENTS Passed
BLDG-1 4 Yes
Frame-Steel-Bolting-Welding
(Decks)
BLDG-Final Inspection 187404-2022 Passed Tony Alvarado Complete
Checklist Item COMMENTS Passed
BLDG-Structural Final Yes
Tuesday,AugustJ0,2022 Page 1 of 1
DATE: 2/16/22
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBC2021-0283.RC2
✓• EsG1I
A SAFEbu,tt Company
SET: III
PROJECT ADDRESS: 1911 PALOMAR OAKS WAY
□ APPLICANT
□ JURIS.
PROJECT NAME: MEZZANINE IN WAREHOUSE WORK AREA FOR RELECO LLC
~ The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
D The plans transmitted herewith will substantially comply with the jurisdiction's codes
when minor deficiencies identified below are resolved and checked by building department staff.
D The 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:
~ lnterWest staff did not advise the applicant that the plan check has been completed.
D lnterWest staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone#:
Date contacted: (by:
Mail Telephone Fax In Person
0 REMARKS:
By: Paul Martinez, AIA
lnterwest
2/09/22
Email:
Enclosures:
9320 Chesapeake Dri ve, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
DATE: 11/03/2021
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBC2021-0283
✓• EsG1I
A SAFEbullt Company
SET: II
PROJECT ADDRESS: 1911 PALOMAR OAKS WAY
D APPLICANT
D JURIS.
PROJECT NAME: MEZZANINE IN WAREHOUSE WORK AREA FOR RELECO LLC
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.
[g] 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.
[g] The applicant's copy of the check list has been sent to:
ROBERT ECHTER
D EsGil staff did not advise the applicant that the plan check has been completed.
[g] EsGil staff did advise the applicant that the plan check has been completed.
Person contacted : ROBERT Telephone#: 760 310 4774
Date contacted : (by: ) Email: BECHTER@DRAMMECHTER.COM
Mail Telephone
0 REMARKS:
By: Bert Domingo
EsGil
Fax In Person
Enclosures:
11/01/2021
9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
CARLSBAD CBC202 l-0283
11/03/2021
NOTE: The items listed below are from the previous correction list. These
remaining items have not been adequately addressed. The numbers of the items
are from the previous check list and may not necessarily be in sequence. The
notes in bold font are current.
7
GENERAL
1. 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 lnterwest and the Carlsbad Planning,
Engineering and Fire Departments.
2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 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 lnterwest only will not be reviewed by
the City Planning, Engineering and Fire Departments until review by lnterwest is
complete.
PLANS
2. All sheets of the plans and the first sheet of the calculations are required to
be signed by the licensed architect or engineer responsible for the plan
preparation. California State Law. Need signatures for the whole set. Also
need signatories for the cover sheet due to accessibility
Sorry, this cap compliance shall be on the plans. City of Carlsbad requires
that all projects that qualify for CAP compliance will require a completed
Climate Action Plan (CAP) Consistency Checklist (city form B-50) to be
completed by the APPLICANT.
For plans submitted to the City the following Climate Action Plan
requirements apply, per Carlsbad ordinance:
The applicant is to fill out the B-50 CAP Consistency Checklist. The scope
of work and project valuation will determine which sections of the CAP are
required.
CARLSBAD CBC2021-0283
11/03/2021
Plan examiners review the 8-50 CAP Consistency Checklist for completion.
For example: If new residential construction is the scope of work, CAP
sections 2A, 3A, and 4A are required to be filled on the B-50 checklist.
Only for projects that require CAP compliance: DO NOT APPROVE THE
PLANS UNTIL THE 8-55 CAP PLAN TEMPLATE IS COMPLETED
(MATCHING THE 8-50 APPLICATION) AND IMPRINTED ONTO THE PLANS.
THE 8-55 FORM IS LOCATED AT THE END OF THE 8-50 FORM.
Esgil Plan Examiners are not responsible for reviewing Transportation
Demand Management.
Links to the CARLSBAD MUNICIPAL CODE are here for reference to each
CAP compliance section. Use the links to determine appropriate details and
plan check correction questions.
APPLICABLE CAP SECTIONS
CMC 18.21 .140 4A
CMC 18.21.150 48
CMC 18.21.155 1A, 18
CMC 18.30.130 28, 3A
CMC 18.30.150 3A (Multiple dwellings), 38
CMC 18.30.170 3A (Multiple dwellings),
CMC 18.30.190 1A
8
This PDF document has ptan check questions for each specific Carlsbad
municipal code section:
CARLSBAD CLIMATE
ACTION PLAN.pdf
Forms can be found here:
https://www.carlsbadca.gov/departments/community-
development/building/building-applications-forms/-folder-56
When a project requires CAP forms make sure CAP forms are scanned and
sent back with the corrections list. Also when final plans are approved
rubber band CAP forms to outside of the plans and do not put them inside
the roll up.
To speed up the review process, please 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.
CARLSBAD CBC2021-0283
11/03/2021
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 D No
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 Bert Domingo at Esgil. Thank you.
DATE: 08/26/2021
JURISDICTION: CARLSBAD
PLAN CHECK#.: CBC2021-0283
✓• EsG1I
A SAFEbuilt Company
SET: I
PROJECT ADDRESS: 1911 PALOMAR OAKS WAY
□ APPLICANT
□ JURIS.
PROJECT NAME: MEZZANINE IN WAREHOUSE WORK AREA FOR RELECO LLC
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.
[2J 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.
[2J The applicant's copy of the check list has been sent to:
ROBERT ECHTER
D EsGil staff did not advise the applicant that the plan check has been completed .
[2J EsGil staff did advise the applicant that the plan check has been completed.
Person contacted: ROBERT Telephone#: 760 310 4774
Date contacted : (by: ) Email: BECHTER@DRAMMECHTER.COM
Mail Telephone
0 REMARKS:
By: Bert Domingo
EsGil
Fax In Person
Enclosures:
08/09/2021
9320 Chesapeake Drive, Suite 208 ♦ San Diego, Californi a 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576
CARLSBAD CBC2021-0283
08/26/2021
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK#.: CBC2021-0283
OCCUPANCY:
TYPE OF CONSTRUCTION:
ALLOWABLE FLOOR AREA:
SPRINKLERS?:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 08/26/2021
FOREWORD (PLEASE READ):
JURISDICTION: CARLSBAD
USE:
ACTUAL AREA:
STORIES:
HEIGHT:
OCCUPANT LOAD:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 08/09/2021
PLAN REVIEWER: Bert Domingo
This plan review is limited to the technical requirements contained in the California version of
the 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 ordinances enforced 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.
Code sections cited are based on the 2019 CBC, which adopts the 2018 IBC.
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 CBC2021-0283
08/26/2021
GENERAL
1. 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 lnterwest and the Carlsbad Planning,
Engineering and Fire Departments.
2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 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 lnterwest only will not be reviewed by
the City Planning, Engineering and Fire Departments until review by lnterwest is
complete.
PLANS
2. All sheets of the plans and the first sheet of the calculations are required to be
signed by the licensed architect or engineer responsible for the plan preparation.
California State Law.
3. Provide a Building Code Data Legend on the Title Sheet. Include the following
code information for each building proposed:
• Occupancy Classification(s)
♦ For Mixed Occupancy Buildings, state whether the "nonseparated" or
"separated" option was chosen from Sections 508.3/508.4.
♦ Description of Use
♦ Type of Construction
• Sprinklers: Yes or No
• Stories
♦ Height
• Floor Area
♦ Occupant Load
♦ Justification to exceed allowable area in Table 506.2 (if applicable)
CARLSBAD CBC2021-0283
08/26/2021
+ Justification to exceed allowable height or stories in Tables 504.3/504.4 (if
applicable)
SITE PLAN
4. Provide a fully dimensioned site plan drawn to scale. Sec. 107.2. Include the
following:
a) Clearly dimension building setbacks from property lines, street centerlines,
and from all adjacent buildings and structures.
b) North arrow.
c) Property lines/easements.318
d) Streets/alleys.
e) Existing and proposed buildings and structures.
ADDITIONAL STRUCTURAL
5. The details on sheet SD-1 and SD-2 are hard to read. Please submit better and
clear details.
6. Please show where the accessibility restroom for men and women. Please show
the typical restrooms on the plans.
To speed up the review process, please 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.
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
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 Bert Domingo at Esgil. Thank you.
CARLSBAD CBC2021-0283
08/26/2021
[DO NOT PAY -THIS IS NOT AN INVOICE]
VALUATION AND PLAN CHECK FEE
JURISDICTION: CARLSBAD
PREPARED BY: Bert Domingo
PLAN CHECK#.: CBC2021-0283
DATE: 08/26/2021
BUILDING ADDRESS: 1911 PALOMAR OAKS WAY
BUILDING OCCUPANCY:
BULDING AREA
PORTION (Sq.Fl)
CTY ESTIMATE
Air Conditioring
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code CB
I 1997 UBC Building Permit Fee iJ
11'\1~:
I 1997 UBC Plan Check Fee
I i'\J ™: i]
VakJation
~
By Ordinance
Type ofRe~ew: P Complete Review
r Repetitive Fee ~ 13 Repeats
.,.
r Other
r Howl}'
EaG■Fee .,.
Reg. VALUE
Mod.
r Structural Only
1-------r @ •
Comments: In addition to the above fee, an additional fee of$
$ /hr.) for the CalGreen review.
($)
70,000
70,000
1 ,
$318.3~
is due ( hour@
Sheet 1 of 1
Storage Rack
Engineering, Inc
23142 kroyo Vista !<ancho Santa Margarita, CA 92688
Tel: 949.888.8850 Fax: 949.888.8851
All ,.A.bolhassani, P.E. President ~ Engineer of Record
email: mall@storagerackenglneering.com
www.storagerackenglneerlng.com SIQnedT/22/21
E1P!r< 913<Yl1 iss,.
Prqject Name : DR.AMM AND ETCHER
Prqject Number: V-062821-3
Date : 07 /22/21
Street ,Address : PAI-OMA!< O.,AKS PK\VY
City/State : CARLSBAD, CA 92008
Babak
A
Abolh
• assan1
Scope of Work : AMFI PLATFORM 24' x 65'
1 of42
Digitally sig Tli,ij,
BabakAA
DN:c=US, 8
o=STORAG
ENGINEER!
ou=A01410 ;;,
A ETCHER 75669BCBE PLATFORM H~U• A STAIRS
1 E, cn=Ba SRE, INC PROJECT ,V-0,1121·3
Abolhassani .•}ylt,H,.,, ,,,_,_
Date:2021.07 ,,, __ ~1111"'"
15:30·47 -07'0 Al -•u•M( P.E. · 2.IN2Au_»-,,.
.l'IMNMSMll•NM,Mk4 CA U6tll
Tri, UI.--F--1,1.-#6/ -..,, ___ ...,,,,,,,.,~-.. ~--· .....,.Sl#~NHtAnyl,,N11¥,•-
CITY
2of42
.:51 _____ -
t:.:..:! g:
~· ·~ •t ;;
II
.. ' ~..;
:~
\-.
~ a· ~ ~ ~~ ~ >-' _J "" ' ~ 'C;\ \J\ ~ -...-
~ ~ ...:... , .. ~ . -.-' ~
I ~ ~ < • ~ , ,J! •:,
-1-----/X) ,..-,------t
l
.l. .. .,
~ ,,
i
"
°' i ' ' 1W ~ , , . I
/' ii J ~ .. ~ 111111 ~ ~ ... ,. ~ I
k-~ ij§ i-i ~;~
i!"'' .... a.ii IH<!j ~
'v -"'r~-' ~ "--,..,
~ t i ' ~ I i!
~ ii §
? ~
~ ~.~ ~· iH .. .,.,
~~ ~-. I
~
., ~
"' ~ ~~ ~ ~ I \J\
•~ L
.
ij
6 )"
:i:: ~~~~~ "
CJ 11111111
"' ~ JiC) -~ ' !~~~·; .....
~ a t~~J~ . • I\ :I
....
~ '·,
i t ij p
r
Xi ~f c:. ,~ g. ~ ,ti"' i' !! r~ ~s~ ~~
= ~ a~~ ~~ Tl'=" In I • ~:§ ;;; ~ • l I~ 0 £ I i.t~i;} s~§ . ~ ~ ~;; JI N H ~-'"~ ; j -=-..-1Pi:s
~!~ii I· ~~i pQ-~ I f-!~~ . ,-B I' .. ,, §~~ l;:_
f, s I :s t !: ;2
.,, ,-N ii I ;JJisp .l:t ;§~ -., ,!; ~~~ "'~-::; ~~ ~~~ ~E " ~ -"' ~K ~~ =,r, <
~h
_/ r
~ ~ ~ rn ,---; ii
~ ! ,
~
I~ t ~ ' ~ D -\ J ~ ~ ~
23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851
8y: AA Prq/ect DRAMM i ETCHER
Design Specifications Configuration: Platform 24X65
1) The analysis presented herein conforms to the requirements of the 2019 CBC, 2018 IBC and the ASCE 7· 16
2) Column steel minimum yield Fy= 46000 psi
Beam steel minimum yield Fy= 50000 psi
Brace steel minimum yield Fy= 36000 psi
Other steel minimum yield Fy= 36000 psi
3) Bolts shall conform to Grade 5 unless noted otherwise on the plans or calculations.
4) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. Installer must
Project It: V-06 :2821-3
provide any special Inspection as called out on plans or calculations, or as required by the ICC report indicated herein.
5) All welds shall conform to AW5 procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
6) The slab is 6" thick with minimum 4000 psi compressive strength. Soil bearing capacity Is 1000 psf.
Design Loads
Occupancy Load
LL= 125.0 psf
Framing Dead Load
Flooring= 6.0 psf
Joist= 3.0 psf
Beam= 3.0 psf
Misc= 3.0 psf
DL= 15.0 psf
Ss= 1.008
S1= 0.366
Fa= 1.200
Fv= 1.900
Sos= 0.806
Soi = 0.464
Seismic Design Criteria
R= 3.500
Importance factor, Ip= 1.000
Seismic Coeff, Cs= 0.2304
Seismic Design category= D
Seismic Design Method= ASD
Frame Type= STEEL OMRF
age o
5 of42
23142,A,-royo Viste Rancho Santo Margarito, CA92688 Tel: 949.888.8850 Fox; 949.888.8851
By: AA
Summary of Components
Specifications
Joist to Beam
Connection
Beam to
Column
Connection
Live Load= 125 psf
Dead Load= 15 psf
Top of Deck= 132.0 in
Column Fy= 46,000 psi
Beam Fy= 50,000 psi
Brace Fy= 36,000 psi
Base Plate Fy= 36,000 psi
Item
Column
Slab &Soil
Perimeter Base Plate
Comer Base Plate
Project: DRAMM 1£ ETCHER
Configuration: Platform 24X65
24.0fn
45 deg. KB
Joist
Knee Brace
Column
~ Beam
-r
132.0 In
Conceptual Elevation
Seismic Design Criteria
Ss= 1.008
Sl= 0.366
Fa= 1.200
Fv= 1.900
Sos= 0.806
Soi= 0.464
R= 3.500
Importance factor, Ip= 1.000
Seismic Coeff, Cs= 0.230
Seismic Design Category= D
Seismic Design Method= ASD
Frame Type= STEEL OMRF
Summary of Components
Component
HSS8x8x1/4
6 in x 4000 psi Slab with 1000 psf soil at grade
14 in x 14 in x 0.5 in thick (Centered Column). (4) anchors per baseplate
14 in x 14 in x 0.5 In thick Centered Column). (4) anchors per baseplate
Anchor 0.75 in diam x 3.75 in embedment Hilti Kwikbolt TZ Wedge anchors with special inspection
Knee Brace L3x3x1/4 (Rise/Run=24 in min)
Knee Brace Conn (2) 1 in diam Grade S Bolts per end
Joist to Beam Conn PL6x7x3/8 with (2) 0.75 in diam Grade 5 bolts
Project If: V-062821-3
Beam to Column Conn WT7x11 (4) 0.75 in diam Grade 5 bolt (bolt spacing 3"c.c. & 1.5" edge to center Typ or better)
Joist see attached
Beam see attached
Floor Deck 1-1/2" x 20 ga B deck w/ 3/4" Plywood attach w/#12 Tek@ 6" & 12" o.c.
age o
6of42
23142 .Arroya Vista Rancho Santo Margarito, CA 92688 Tel: .949.888.8850 Fax: 94.9.888.8851
By: AA
Loads
Dead Loads
Flooring ............................. .
Joist ................................. .
Beam ............................... ..
Misc/HVAC ...................... .
Seismic Load
Prqject: DR.At-1M f ETCHER
Configuration: Platform 24X65
6.0 psf
3.0 psf
3.0 psf
3.00 psf
15.00 psf
Project #: Y.-062821-3
Live Loads
LL ................ . 125.0 psf
Lateral analysis is performed with regard to the 2018 IBC, 2019 CBC & ASCE 7-16 section 12.8.1, using Equivilant Lateral Force procedure
** For storage live loads, 25% of live load is considered In the determination of the effective seismic weight (W) per ASCE 7-16
section 12.7.2, item 2
V= Cs*W/R
Cs-minl= Sds*Ie/R
= 0.2304
Cs-min2= 0.044*Sds*I
= 0.0355
Cs-min3= 0.55*51/(R/Ie)
= 0.0058
eqtn 12.8-1
eqtn12.8-5
eqtn 12.8-5
eqtn 12.8-6
lf51>=0.6
Cs-minJ does not aoply .-------Cs ___ e_ff_=_o_.-2-30_4 ___ _,! Vcol
1r Vtransv=E= 0.2304 * 46.25 psf
= 10.7 psf
Column Shear= 10.7 psf * Trib Area per Column
See table below
H (TOD)= 132.0 in
hl= 93.8 in
M= Vcol*hl/2
Table 1. ASD Format Loads for Platform Columns
Column Trib Area Base Shear, V
Perimeter, Grid Cl 195 ft"2 2,087 lb
Corner, Grid F2 103 ft"2 1,097 lb
hl
Axial DL (Static)
2,925 lb
1,538 lb
Elevation <Pinned Basel
Axial LL (Static)
24,375 lb
12,813 lb
Framing weight, DL=D= 15 psf
Deck Live Load, LL=L= 125 psf
** Leff=LL/4= 31.25 psf
** Effective Seismic Weight, W= (DL+LLeff)
= 46.25 psf
H (TOD)= 132.00 In
Frame Depth= 288.00 in
Pseismic
1,913 lb
1,006 lb
Seismic Design Coeff
Ss= 1.008
51= 0.366
Fa= 1.200
Fv= 1.900
Sds= 0.806
Sdl= 0.464
** R= 3.50
I=Ie= 1.00
Site Oass= D
Seismic Des. Catag= D
rho= 1.00
Omega= 3.00
1.0 + 0.lO*Sds= 1.081
1.0 + 0.20*Sds= 1.161
M
195,656 in-lb
102,844 In-lb
The following load combinations shall be checked herein for ASD loading on the steel components:
1) LC1: D + L ASCE Sec 2.4.1 eqtn 2
2) LC2: D + 0.75l+0.75*0.7E ASCE Sec 2.4.1 eqtn 6b
D + 0.75*l + 0.525*E
3) LO: {1.0 + 0.10*Sds)D + 0.525*rho*E + 0.75l ASCE Sec 12.4.2.3, eqtn 6b
1.0806*D + 0.52S*E + 0.7S*l < <=== by Inspection, this governs over LC2
4) LC4: (1.0 + 0.20*Sds)D + Omega*E + Leff ASCE Sec 12.4.3.2, eqtn 5
1.161*0 + Omega*E + Leff Only for OMRF components
7of42
Project Title:
Engineer:
Project ID:
Project Descr:
Description: BEAM JOIST W12x22@46' O.C. 16'-3' BAY
~.:.:c9.(lft!i$!:.~iff/jfE,_§}~-i~ZJt~T;1;11;rltY"":: ____________________________ _
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
T)~~Iefl.iP.i9i.ii:t~'?JtJ'.fiK1-::1~1!?:~I'.Hl='·f~J ___________________________ _
Analysis Method : Allowable Strength Design
Beam Bracing : Completely Unbraced
Bending Axis : Major Axis Bending
Span = 16.250 ft
Fy : Steel Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
iY"· • . ..,..,,._, ''; '"'t'~•• :--t•--•-•. ·;.••~ff"/>~'".:'.,;'"t•,",j~• "l •""";.t,N,_ . .,..!r.f;;;,11'-~f-:rr?:\~":P"I '.l-. ~P.tt~~.f.~~~ :..L ,'.;•;_:;:O:.b:.:.:.:t,r;-.1.i;-;"2.:fil_t;li:;.;,~ .. •:....' _______ s_e_rv_i_ce_lo_ad_s_e_n_te_red_._L_oa_d_F_a_c_to_rs_wi_·11_b_e_a:..:pp'-li_e_d_fo_r_ca_l_cu_la_ti_·o_n_s._
Beam self weiQht NOT internally calculated and added
Uniform Load: D = 0.0150, L = 0.1250 ksf, Tributary Width= 4.0 ft
Design OK ;~~fP.:.."€~<i})Jf/fdi,t,A..1fliJ.fl~J~.,~filW~TI~Rt~;r-~1,;.,1 '=-=--=---:----:-cc--c--=---=---=:-c-=-----Max1mum Bending Stress Ratio = 0.821 : 1 Maximum Shear Stress Ratio = ----~0.071 : 1
Section used for this span W12x22 Section used for this span W12x22
Ma : Applied 18.484 k-ft Va : Applied 4.550 k
Mn/ Omega: Allowable 22.527 k-ft Vn/Omega : Allowable 63.960 k
Load Combination +O+L +H Load Combination +O+L +H
Location of maximum on span 8.125ft Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.174 In Ratio=
0.000 in Ratio =
0.195 in Ratio=
0.000 in Ratio =
1,119>=360
0 <360
1000 >=240
0 <240
~~:Max1""i1rm".'"Focest&:"sTress'esiio~a'~o'm6f11aif<>'ns:~~i ~'\;o . .u...c...-,••!l!l.. ........ .__;.i. .... p.~.r .,.~~-... .... ~.t,;...."'-'-~~~l•)t!4_l...,.,,....!~,1,m1:!---......,.,....:,r..,""-:a,~~:,~--=--~~--------~--~~~~-
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax + Mmax -Ma Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega
-+D-+tt
Dsgn. L = 16.25 ft 0.088 0.008 • 1.98 1.98 37.62 22.53 1.14 1.00 0.49 -+D+l.-+tt 95.94 63.96
Osgn. L= 16.25ft 0.821 0.071 18.48 18.48 37.62 22.53 1.14 1.00
-+O+Lr-+tt 4.55 95.94 63.96
Dsgn.L= 16.25ft 0.088 0.008 1.98 1.98 37.62 22.53 1.14 1.00
-tO+S-+tt 0.49 95.94 63.96
Dsgn. L = 16.25 ft 0.088 0.008 1.98 1.98 37.62 22.53 1.14 1.00
-+0-+-0.750Lr-+-0.750L-+tt 0.49 95.94 63.96
Osgn. L = 16.25 ft 0.637 0.055 14.36 14.36 37.62 22.53 1.14 1.00 3.53 -+0-+-0.750L-+-0.750S-+tt 95.94 63.96
Dsgn. L = 16.25 ft 0.637 0.055 14.36 14.36 37.62 22.53 1.14 1.00 3.53
-+0-+-0.60W-+tt 95.94 63.96
Dsgn. L= 16.25 ft 0.088 0.008 1.98 1.98 37.62 22.53 1.14 1.00 0.49 -+D-+-0 .70E-+tt 95.94 63.96
Dsgn.L= 16.25ft 0.088 0.008 1.98 1.98 37.62 22.53 1.14 1.00 0.49 -t0-+-0. 750Lr-+-O. 750L-+-0.450W-+tt 95.94 63.96
Osgn. L = 16.25 ft 0.637 0.055 14.36 14.36 37.62 22.53 1.14 1.00 3.53 -t0-+-0. 750L-+-O. 750S-+-0.450W--tl 95.94 63.96
Dsgn. L = 16.25 It 0.637 0.055 14.36 14.36 37.62 22.53 1.14 1.00 3.53 -+0-+-0. 7 50L +0.750S-+-0.5250E--tl 95.94 63.96
Dsgn. L = 16.25 ft 0.637 0.055 14.36 14.36 37.62 22.53 1.14 1.00
+0.60D-+-0.60W-+-0.60H 3.53 95.94 63.96
Dsgn. L = 16.25 ft 0.053 0.005 1.19 8 of 42 1.19 37.62 22.53 1.14 1.00 0.29 95.94 63.96
Description :
Load Combination
Segment Length
-+0.60D-+O. 70E-+0.60H
Span#
Max Stress Ratios
M V Mmax+
Dsgn. L = 16.25 ft 0.053 0.005 1.19
Project Title:
Engineer:
Project ID:
Project Descr:
. File-C:\Use~\aiaS~l:\DOSlJME:;1.IENJ;R<:,\~1\D~M g ETCHER V-062821-;3 ALS ~ERSION:eci; ·;,: ·
·. · · . · ·. , .... ; '.'.;':' . ·.,:.•.Software .... h!ENERCALC; INC:1983-2018,'Build::10.1a.1~.13;' · ...
Summary of Moment Values Summary of Shear Values
Mmax-Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
1.19 37.62 22.53 1.14 1.00
.·· .. Pf~r~!i_;~~~X:imum. C>.efi"§~!§.rf.i ).:'.;;5[tliti8IT.l+;.i,:;:.:.'"'· ----,-------------,----------
Load Combination Span Max.•-• Defl Location in Span Load Combination Max.'+' Defl Location in Span
0.29 95.94 63.96
+D-il-<H 1 0.1951 8.171 0.0000 0.000
( Verticai~ReacHons:1':l;JfYf,~r·•~,~';mr.;r,_:"rri Support notation: Far left is #1 Values In KIPS , ....... _ .. _.; .. ,: __ ..,., ""''~-..... , ................ -M~ ...... _____ ..._ _ _..., .. ,4. ~ .... •~-'·~----'-------------------------Load Combination Support 1 Support 2
Overall MAXimum 4.550 4.550
Overall MINimum 0.293 0.293
+D+H 0.488 0.488
+D-il -<fl 4.550 4.550
+D-ilr..+l 0.488 0.488
+D+S-<H 0.488 0.488
+D-+0.750Lr-+0.750L -<fl 3.534 3.534
+D-+0.750L-+0.750S-<H 3.534 3.534
+D-+0.60W-<H 0.488 0.488
+D-+0.70E-<fl 0.488 0.488
+D-+0.750Lr-+0.750L-+0.450W-<fl 3.534 3.534
+D-+0.750L-+0.750S+0.450W-<fl 3.534 3.534
+D-+0.750L +0.750S+0.5250E-<fl 3.534 3.534
+0.60D+0.60W+0.60H 0.293 0.293
+0.60D+0.70E+0.60H 0.293 0.293
D Only 0.488 0.488
Lr Only
LOnly
SOnly
WOnly
E Only
HOnly
4.063 4.063
9of42
Project Title:
Engineer:
Project ID:
Project Descr:
::· File= C:\User,;lall.iSREUJQ¢UME-. IENERCA~1\DRAMM & ETCIJER V;jl!i2821.J ALS YEllSJON.ec6 '; .j :--. "' . ·;,, .. • ;,,; .,;:r: ,. ; ·::,,.,;.; :Software· yii ht ENERCALc.:1Nc:·1983-2018, ilulld:10:1aJ2.13:j ,, ...
Description : BEAM GRID C1-C2 W16X45 INTERIOR BEAM
~~_cpp~'if.~i:l#}l.¢.!1¢-;:,$.:·:;:J[E~I.t::·:.: .. '.·. :f~t-T ~I.~:._, ______________________ _
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018 ... :t-1·~1e~_~i~'P.r~f>~rt1es ::::;r"'lf Ji~~·::: ·;;~,;j·_::f:i~_-___________________________ _
Analysis Method : Allowable Strength Design
Beam Bracing : Beam bracing Is defined as a set spacing over all spans
Bending Axis : Major Axis Bending
Fy : Sleet Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
r:·u~"'n"""'bra.,,.ce""-d--:L·,,,.e. ·n-'g""t-h"'s-:-w:~~,Wrn,~;;;:"''1"1!?;;~~•~1 i1 ...•......................... _ .................. -.~-L.:~r..,tl~t..::.: . .-<l~; Ji:~-.r.t:cd~-.-.__ ___________________________ _
First Brace starts at 4.0 ft from Left-Most support
Regular spacing of lateral supports on length of beam = 4.0 ft
Span = 23.0 ft
,r:-A--p-=p11'ed~.,.. -~i1o·•·"'a.,..d~s···~,f:':,.· '~~-• :,""·-T"·r;:':!~\·:-:;:~(=f.S~l Service loads entered. load Factors will be applied •or calculations. :.·1 .. .,.,._ .. --~,...~~ ... .-..... ..._.:::~~~\·~: . .!J...~~~1:.,.1.t·~.!.:,d., .. 11::.1:."",···',.,.,c__ ____________________ :....:._ __ ,, ____ _
Beam self wei~ht NOT internally calculated and added
Uniform Load: D = 0.0150, L = 0.1250 ksf, Tributary Width = 16.250 ft
t Msicm:so~A~rrt~riJ;1~~rrr·~;~-z~r2:.~ ... 1:"'-:;;~""{ ... ~~•-..,:r,,.;;1 .... 1 ____ c-c-~-~~-,~-~~------"===
Maximum Bending Stress Ratio = 0.733: 1 Maximum Shear Stress Ratio =
Design OK
Section used for this span W16x45 Section used for this span
Ma : Applied 150.434 k-ft Va : Applied
Mn / Omega : Allowable 205.339 k-ft Vn/Omega : Allowable
Load Combination ~ -+H Load Combination
Location of maximum on span 11.500ft Location of maximum on span
Span # where maximum occurs Span # 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.754 in Ratio=
0.000 in Ratio =
0.847 in Ratio =
0.000 in Ratio=
1"~, ..... , ..... ..,., .... ~F'·c ·~s.'"§t""' ... _t .... :![~2ict~""'H'-'r-~~!I bU..-¥.!!l!Y.!!hU>..ffi!L~.ress!!i:.9!it .... QJ.!6.<?!!l J.!J!t~s· i ,.
365>=360
0 <360
326 >=240
0 <240
Load Combination Max Stress Ratios Summary of Moment Values
Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mme/Omega Cb Rm
-+O+H
Dsgn. L= 3.94ft 1 0.045 0.025 9.16 9.16 342.92 205.34 1.57 1.00 Dsgn. L = 4.01 ft 1 0.071 0.017 14.58 9.16 14.58 342.92 205.34 1.15 1.00 Dsgn. L= 4.01 ft 1 0.078 0.008 16.12 14.58 16.12 342.92 205.34 1.02 1.00 Dsgn. L= 4.01 ft 1 0.078 0.010 16.09 13.68 16.09 342.92 205.34 1.04 1.00 Osgn. L = 4.01 ft 1 0.067 0.019 13.68 7.36 13.68 342.92 205.34 1.19 1.00 Osgn. L = 3.02ft 1 0.036 0.025 7.36 7.36 342.92 205.34 1.59 1.00 -+0+1.-++I
Dsgn. L= 3.94ft 0.416 0.236 85.47 85.47 342.92 205.34 1.57 1.00 Dsgn. L = 4.01 ft 0.663 0.155 136.11 85.47 136.11 342.92 205.34 1.15 1.00
Osgn. L = 4.01 ft 0.733 0.073 150.43 136.11 150.43 342.92 205.34 1.02 1.00 Dsgn. L = 4.01 ft 0.731 0.092 150.19 127.72 150.19 342.92 205.34 1.04 1.00 Dsgn. L = 4.01 ft 0.622 0,174 127.72 68.69 127.72 342.92 205.34 1.19 1.00 Osgn. L= 3.02ft 0.335 0.236 68.69 68.69 342.92 205.34 1.59 1.00 -+O+l.r-++I
Dsgn. L = 3.94ft 1 0.045 O.D25 9.16 9.16 342.92 205.34 1.57 1.00
Dsgn. L = 4.01 ft 1 0.071 0.017 14.58 9.16 14.58 342.92 205.34 1.15 1.00 Dsgn. L = 4.01 ft 1 0.078 0.008 16.12 14.58 16.12 342.92 205.34 1.02 1.00 Dsgn. L = 4.01 ft 1 0.078 0.010 16.09 13.68 16.09 342.92 205.34 1.04 1.00 Dsgn. L = 4.01 ft 1 0.067 0.019 13.68 7.36 13.68 342.92 205.34 1.19 1.00
10 of42
0.236 : 1
W16x45
26.163 k
111.090 k
..0-tl-+H
0.000 fl
Span#1
-·-·-----··-·--
Summary of Shear Values
Va Max Vnx Vnx/Omega
2.80 166.64 111.09
1.84 166.64 111.09
0.86 166.64 111.09
1.09 166.64 111.09
2.07 166.64 111.09
2.80 166.64 111.09
26.16 166.64 111.09
17.19 166.64 111.09
8.07 166.64 111.09
10.17 166.64 111.09
19.29 166.64 111.09
26.16 166.64 111.09
2.80 166.64 111.09
1.84 166.64 111.09
0.86 166.64 111.09
1.09 166.64 111.09
2.07 166.64 111.09
Project ntle:
Engineer:
Project ID:
Project Descr:
. ;: File= C:IU~\ala.SREIOOCUME-1\ENERCA~1\Q~MM & ETCl:JER V-062821-~Al,.S '{ERSION.ec:6 ., , . .. •. : ·' ·' , .-·--,? ·-; '. · . > .''·Softwae' . htENERCALC.INC.1983-:?018,Build;10.18.12.13 .' •·· I II:
Description: BEAM GRID C1-C2 W16X45 INTERIOR BEAM
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax-MaMax Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn. L = 3.0211 1 0.036 0.025 7.36 7.36 342.92 205.34 1.59 1.00 2.80 166.64 111.09
+D+S-+H
Dsgn. L = 3.94 ft 1 0.045 0.025 9.16 9.16 342.92 205.34 1.57 1.00 2.80 166.64 111.09
Dsgn. L = 4.01 ft 1 0.071 0.017 14.58 9.16 14.58 342.92 205.34 1.15 1.00 1.84 166.64 111.09
Dsgn. L = 4.01 ft 1 0.078 0.008 16.12 14.58 16.12 342.92 205.34 1.02 1.00 0.86 166.64 111.09
Dsgn. L = 4.01 ft 1 0.078 0.010 16.09 13.68 16.09 342.92 205.34 1.04 1.00 1.09 166.64 111.09
Dsgn. L= 4.01 ft 1 0.067 0.019 13.68 7.36 13.68 342.92 205.34 1.19 1.00 2.07 166.64 111.09
Dsgn. L = 3.02 ft 1 0.036 0.025 7.36 7.36 342.92 205.34 1.59 1.00 2.80 166.64 111.09
+D+0.750Lr+0.750L-+H
Dsgn. L= 3.94ft 1 0.323 0.183 66.39 66.39 342.92 205.34 1.57 1.00 20.32 166.64 111.09
Dsgn. L = 4.01 ft 1 0.515 0.120 105.73 66.39 105.73 342.92 205.34 1.15 1.00 13.35 166.64 111.09
Dsgn. L = 4.01 ft 1 0.569 0.056 116.86 105.73 116.86 342.92 205.34 1.02 1.00 6.27 166.64 111 .09
Dsgn. L= 4.01 ft 1 0.568 0.071 116.67 99.21 116.67 342.92 205.34 1.04 1.00 7.90 166.64 111.09
Dsgn. L= 4.01 ft 1 0.483 0.135 99.21 53.36 99.21 342.92 205.34 1.19 1.00 14.98 166.64 111.09
Dsgn. L= 3.02ft 1 0260 0.183 53.36 53.36 342.92 205.34 1.59 1.00 20.32 166.64 111.09
+D+0.750L +0.750S-+H
Dsgn. L= 3.94ft 1 0.323 0.183 66.39 66.39 342.92 205.34 1.57 1.00 20.32 166.64 111.09
Dsgn. L = 4.01 ft 1 0.515 0.120 105.73 66.39 105.73 342.92 205.34 1.15 1.00 13.35 166.64 111.09
Dsgn. L= 4.01 ft 1 0.569 0.056 116.86 105.73 116.86 342.92 205.34 1.02 1.00 6.27 166.64 111.09
Dsgn. L = 4.01 ft 1 0.568 0.071 116.67 99.21 116.67 342.92 205.34 1.04 1.00 7.90 166.64 111.09
Dsgn. L= 4.01 ft 1 0.483 0.135 99.21 53.36 99.21 342.92 205.34 1.19 1.00 14.98 166.64 111.09
Dsgn. L= 3.02ft 1 0.260 0.183 53.36 53.36 342.92 205.34 1.59 1.00 20.32 166.64 111.09
+D+0.60W-+H
Dsgn. L= 3.94ft 1 0.045 0.025 9.16 9.16 342.92 205.34 1.57 1.00 2.80 166.64 111.09
Dsgn. L= 4.01 ft 1 0.071 0.017 14.58 9.16 14.58 342.92 205.34 1.15 1.00 1.84 166.64 111.09
Dsgn. L= 4.01 ft 1 0.078 0.008 16.12 14.58 16.12 342.92 205.34 1.02 1.00 0.86 166.64 111.09
Dsgn. L = 4.01 ft 1 0.078 0.010 16.09 13.68 16.09 342.92 205.34 1.04 1.00 1.09 166.64 111.09
Dsgn. L= 4.01 ft 1 0.067 0.019 13.68 7.36 13.68 342.92 205.34 1.19 1.00 2.07 166.64 111.09
Dsgn. L = 3.02 ft 1 0.036 0.025 7.36 7.36 342.92 205.34 1.59 1.00 2.80 166.64 111.09
+D+0.70E+H
Dsgn. L = 3.94ft 1 0.045 0.025 9.16 9.16 342.92 205.34 1.57 1.00 2.80 166.64 111.09
Dsgn. L= 4.01 ft 1 0.071 0.017 14.58 9.16 14.58 342.92 205.34 1.15 1.00 1.84 166.64 111.09
Dsgn. L= 4.01 ft 1 0.078 0.008 16.12 14.58 16.12 342.92 205.34 1.02 1.00 0.86 166.64 111.09
Dsgn. L= 4.01 ft 1 0.078 0.010 16.09 13.68 16.09 342.92 205.34 1.04 1.00 1.09 166.64 111.09
Dsgn. L= 4.01 ft 1 0.067 0.019 13.68 7.36 13.68 342.92 205.34 1.19 1.00 2.07 166.64 111.09
Dsgn. L= 3.02ft 1 0.036 0.025 7.36 7.36 342.92 205.34 1.59 1.00 2.80 166.64 111.09
+D+0.750Lr+0.750L+0.450W-+H
Dsgn. L= 3.94 ft 1 0.323 0.183 66.39 66.39 342.92 205.34 1.57 1.00 20.32 166.64 111.09
Dsgn. L= 4.01 ft 1 0.515 0.120 105.73 66.39 105.73 342.92 205.34 1.15 1.00 13.35 166.64 111.09
Dsgn. L= 4.01 ft 1 0.569 0.056 116.86 105.73 116.86 342.92 205.34 1.02 1.00 6.27 166.64 111.09
Osgn. L= 4.01 ft 1 0.568 0.071 116.67 99.21 116.67 342.92 205.34 1.04 1.00 7.90 166.64 111.09
Dsgn. L= 4.01 ft 1 0.483 0.135 99.21 53.36 99.21 342.92 205.34 1.19 1.00 14.98 166.64 111.09
Dsgn. L= 3.02ft 1 0.260 0.183 53.36 53.36 342.92 205.34 1.59 1.00 20.32 166.64 111.09
+D+0.750l +0.750S+0.450W-+H
Dsgn. L= 3.94ft 1 0.323 0.183 66.39 66.39 342.92 205.34 1.57 1.00 20.32 166.64 111.09
Dsgn. L= 4.01 ft 1 0.515 0.120 105.73 66.39 105.73 342.92 205.34 1.15 1.00 13.35 166.64 111.09
Dsgn. L= 4.01 ft 1 0.569 0.056 116.86 105.73 116.86 342.92 205.34 1.02 1.00 6.27 166.64 111.09
Dsgn. L= 4.01 ft 1 0.568 0.071 116.67 99.21 116.67 342.92 205.34 1.04 1.00 7.90 166.64 111.09
Dsgn. L = 4.01 fl 1 0.483 0.135 99.21 53.36 99.21 342.92 205.34 1.19 1.00 14.98 166.64 111.09
Dsgn. L= 3.02ft 1 0.260 0.183 53.36 53.36 342.92 205.34 1.59 1.00 20.32 166.64 111.09
+D+O. 750l +0.750S+0.5250E-+H
Dsgn. l = 3.94ft 1 0.323 0.183 66.39 66.39 342.92 205.34 1.57 1.00 20.32 166.64 111.09
Dsgn. L = 4.01 ft 1 0.515 0.120 105.73 66.39 105.73 342.92 205.34 1.15 1.00 13.35 166.64 111.09
Dsgn. L = 4.01 ft 1 0.569 0.056 116.86 105.73 116.86 342.92 205.34 1.02 1.00 6.27 166.64 111.09
Dsgn. L = 4.01 ft 1 0.568 0.071 116.67 99.21 116.67 342.92 205.34 1.04 1.00 7.90 166.64 111.09
Dsgn. L= 4.01 ft 1 0.483 0.135 99.21 53.36 99.21 342.92 205.34 1.19 1.00 14.98 166.64 111 .09
Osgn. L= 3.02ft 1 0.260 0.183 53.36 53.36 342.92 205.34 1.59 1.00 20.32 166.64 111.09
+0.60D+0.60W+0.60H
Dsgn. L = 3.94ft 1 0.027 0.015 5.49 5.49 342.92 205.34 1.57 1.00 1.68 166.64 111.09
Dsgn. L = 4.01 fl 1 0.043 0.010 8.75 5.49 8.75 342.92 205.34 1.15 1.00 1.11 166.64 111 .09
Dsgn. L = 4.01 ft 1 0.047 0.005 9.67 8.75 9.67 342.92 205.34 1.02 1.00 0.52 166.64 111.09
Dsgn. L = 4.01 ft 1 0.047 0.006 9.66 8.21 9.66 342.92 205.34 1.04 1.00 0.65 166.64 111.09
Dsgn. L = 4.01 ft 1 0.040 0.011 8.21 4.42 8.21 342.92 205.34 1.19 1.00 1.24 166.64 111.09
Dsgn. L = 3.02ft 1 0.022 0.D15 4.42 4.42 342.92 205.34 1.59 1.00 1.68 166.64 111.09
+0.60D+0.70E+0.60H
Dsgn. L= 3.94ft 0.027 0.015 5.49 5.49 342.92 205.34 1.57 1.00 1.68 166.64 111.09
Dsgn. L = 4.01 ft 0.043 0.010 8.75 5.49 8.75 342.92 205.34 1.15 1.00 1.11 166.64 111 .09
Dsgn. L= 4.01 ft 0.047 0.005 9.67 8.75 9.67 342.92 205.34 1.02 1.00 0.52 166.64 111 .09
Dsgn. L= 4.01 fl 0.047 0.006 9.66 H1or42 9.66 342.92 205.34 1.04 1.00 0.65 166.64 111.09
Project Title:
Engineer:
Project ID:
Project Oescr:
, . -;·:File= C.\Users\aliaSRE\DOCl,JME-1\EJ\jERCA-1\DRAMM & ETCHER V-062821.J A!.S VERSION.ec6 , , t .. · !";:' . ·-:., : . · :•. · ·i·; '.''Softwa-eco rightENERCAlC. INC.198~2018, Build:10.18.12 3'.\
Description: BEAM GRID C1-C2 W16X45 INTERIOR BEAM
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span # M V Mmax + Mmax -Ma Max Mnx Mm</Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn. l = 4.01 ft 1 0.040 0.011 8.21 4.42 8.21 342.92 205.34 1.19 1.00 1.24 166.64 111.09
Dsgn. L = 3.02 ft 1 0.022 0.015 4.42 4.42 342.92 205.34 1.59 1.00 1.68 166.64 111.09 ·· ¢.ie~~!CM~x!iij~:~o_ef!ec~i.ci~~I?'.L?Bt::····,_ .,,_ . _ ~-------------------------Load Combination Span Max. • -• Defl Location in Span Load Combination
-+0-+L-+fi 1 0.8468 11.566
Support notation : Far left Is #1
Load Combination
Overall MAXimum
Overall MINimum
-+0-+fi
-+0-+L-+fi
-+0-+Lr-+fi
-+O+S->H
-+0+0.750Lr+0.750l-+fi
-+0+0.750L +0. 750S+H
-+0+0.60W-+ti
-+D+0.70E-+fi
-+0+0.750Lr+0.750L+0.450W-+fi
-+0+0.750L +0. 750S+0.450W-+fi
-+0+0.750L +0.750S+0.5250E-+fi
+0.60D+0.60W+0.60H
+0.60D+0.70E+0.60H
DOnly
Lr Only
LOnly
sonly
WOnly
E Only
HOnly
Support 1
26.163
1.682
2.803
26.163
2.803
2.803
20.323
20.323
2.803
2.803
20.323
20.323
20.323
1.682
1.682
2.803
23.359
Support2
26.163
1.682
2.803
26.163
2.803
2.803
20.323
20.323
2.803
2.803
20.323
20.323
20.323
1.682
1.682
2.803
23.359
12 of 42
Max."+' Defl Location in Span
0.0000 0.000
Values In KIPS
Project Title:
Engineer:
Project ID:
Project Descr:
;.::FH~~ C:IU~ern\alia_:Sfl_El?()C~ME-1\E~ERr:A-1\DRAMM & ETCHER V-!)6282) .AL~.YERS)ON.ei:6 '.;' ·.
•·" ·' ',.•,· : . •. '•,' .' ·~ '·. ·· ·' Soflw.re llghlENERCALC, INC:•1983-2018,B\Jlld:10.18.12.13 ;·' ... ,: .
Description : BEAM W16X26 GRID A 1-A2 PERIMETER BEAMS
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
...
_: -~~eriaf.¥.r.<!i?_effi~--r:·.,:::: ~·2:rc:~~ -~~t:: ~ :;:-.·:: -----------------------------An a I y sis Method : Allowable Strength Design
Beam Bracing : Beam bracing is defined as a set spacing over all spans
Bending Axis : Major Axis Bending
Fy : Steel Yield :
E: Modulus:
50.0 ksi
29,000.0 ksi
t~un1,-raC8Ci~(en·gthS~~?;r{"f-·:·:il1:r;~,r~rrf.(~1r::;~1,;;n?::•7~~ ,.~.~.-.,%.~ .... # ... ,...~..,,. .. ..; _.., ,.~--.. .:~~i;.1'.L.·.:~~,, ... .u!~.,~.,,-v.t.-,:::~;l:...:,.i.A;...:·1.t.:i·'~----------------------------first Brace starts at 4.0 ft from Left-Most support
Regular spacing of lateral supports on length of beam = 4.0 ft
···•·····--····---· ------------
Span = 23.0 ft
::'-::"P.P!l~~:J~~~.s":.~E~::.~:;:: :·~:Elt~uTii::;~;J Service loads entered. Load Factors will be applied for calculations. -~----------------------------Beam self welQht NOT internally calculated and added
Uniform Load : D = 0.0150, L = 0.1250 ksf, Tributary Width = 8.125 ft
~f-JYQE~L~N~tJMNrA.!JYt}:}f:IT~~'.~:}l~-Z-:1·~~~~:r:T~---R•mnn-• Maximum Bending Stress Ratio = 0.682 : 1 ---,M-a-axt--;--.m-u-m--:S;:c,h,-e_a_r·s'"'"tr_e_s_s-.Rc-a-:ti,-o-=----=
Design OK
0.186: 1
Section used for this span W16x26 Section used for this span
Ma: Applied 75.217 k-ft Va: Applied
Mn / Omega : Allowable 11 O .279 k-ft Vn/Omega : Allowable
Load Combination +0-+L-+f-l Load Combination
Location of maximum on span 11.500ft Location of maximum on span
Span # where maximum occurs Span # 1 Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.734 in Ratio= 375>=360
Max Upward Transient Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.824 in Ratio= 335 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240
~ax~mllnfForce~·&'T:'svism~tef irm<>""''Hfnatra'i.is"',1J~'.1 ti,;:.dl_.,..... __ ,,,j.,._.,_..-,.;-,_-.,to<'lf,+.,4--~A.:,.. I!.....-.-,_ ... ,....... • ~ ... 9 " -~~.:._:::i,,;;~,t.!:,
Load Combination Max Stress Ratios Summary of Moment Values
Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mme/Omega Cb Rm
+0-+H
Dsgn. L = 3.94ft 1 0.042 0.020 4.58 4.58 184.17 110.28 1.57 1.00
Dsgn. L = 4.01 ft 1 0.066 0.013 7.29 4.58 7.29 184.17 110.28 1.15 1.00
Dsgn. L= 4.01 ft 1 0.073 0.006 8.06 7.29 8.06 184.17 110.28 1.02 1.00
Dsgn. L= 4.01 ft 1 0.073 0.008 8.05 6.84 8.05 184.17 110.28 1.04 1.00
Dsgn. L= 4.01 ft 1 0.062 0.D15 6.84 3.68 6.84 184.17 110.28 1.19 1.00
Dsgn. L = 3.02ft 1 0.033 0.020 3.68 3.68 184.17 110.28 1.59 1.00
+0-+l-+H
Dsgn. L = 3.94ft 1 0.388 0.186 42.74 42.74 184.17 110.28 1.57 1.00
Dsgn. L= 4.01 ft 1 0.617 0.122 68.06 42.74 68.06 184.17 110.28 1.15 1.00 Dsgn. L= 4.01 ft 1 0.682 0.057 75.22 68.06 75.22 184.17 110.28 1.02 1.00 Dsgn. L= 4.01 ft 1 0.681 0.072 75.10 63.86 75.10 184.17 110.28 1.04 1.00
Dsgn. L= 4.01 ft 1 0.579 0.137 63.86 34.35 63.86 184.17 110.28 1.19 1.00 Dsgn. L = 3.02ft 1 0.311 0.186 34.35 34.35 184.17 110.28 1.59 1.00
+0-+lr-+H
Dsgn. L = 3.94 ft 0.042 0.020 4.58 4.58 184,17 110.28 1.57 1.00
Dsgn. L = 4.01 ft 0.066 0.013 7.29 4.58 7.29 184.17 110.28 1.15 1.00
Dsgn. L= 4.01 ft 0.073 0.006 8.06 7.29 8.06 184.17 110.28 1.02 1.00
Dsgn. L = 4.01 ft 0.073 0.008 8.05 6.84 8.05 184.17 110.28 1.04 1.00
Dsgn. L = 4.01 fl 0.062 0,015 6.84 3.68 6.84 184.17 110.28 1.19 1.00
13 of 42
W1 6x26
13.081 k
70.509 k
+0-+L-+f-l
0.000 ft
Span# 1
Summary of Shear Values
Va Max Vnx Vnx/Omega
1.40 117.75 70.51
0.92 117.75 70.51
0.43 117.75 70.51
0.54 117.75 70.51
1.03 117.75 70.51
1.40 117.75 70.51
13.08 117.75 70.51
8.60 117.75 70.51
4.04 117.75 70.51
5.08 117.75 70.51
9.64 117.75 70.51
13.08 117.75 70.51
1.40 117.75 70.51
0.92 117.75 70.51 0.43 117.75 70.51
0.54 117.75 70.51
1.03 117.75 70.51
Project Title:
Engineer:
Project ID:
Project Descr:
iSte~i Beain C • ·' File= C:\User.;\alla.SRBDOCUME-11,ENER -1\DRAMM & ETCHERV-062821,3AI.S VERSION. ,i, , ,~ . i. !'•\ ··.· ··~ SoftwaeCO ' ht ENERCALCj INC:'1'98~2018, Buikl:10.18.1i13 ·: . ,• I l .,.
I • • I ~
Description : BEAM W16X26 GRID A 1-A2 PERIMETER BEAMS
Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values
Segment Length Span# M V Mmax+ Mmax-MaMax Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega
Dsgn. L = 3.02ft 0.033 0.020 3.68 3.68 184.17 110.28 1.59 1.00 1.40 117.75 70.51
+D+S+H
Dsgn. L= 3.94ft 1 0.042 0.020 4.58 4.58 184.17 110.28 1.57 1.00 1.40 117.75 70.51
Dsgn. L = 4.01 ft 1 0.066 0.013 7.29 4.58 7.29 184.17 110.28 1.15 1.00 0.92 117.75 70.51
Dsgn. L= 4.01 ft 1 0.073 0.006 8.06 7.29 8.06 184.17 110.28 1.02 1.00 0.43 117.75 70.51
Dsgn. L= 4.01 ft 1 0.073 0.008 8.05 6.84 8.05 184.17 110.28 1.04 1.00 0.54 117.75 70.51
Dsgn. L= 4.01 ft 1 0.062 0.015 6.84 3.68 6.84 184.17 110.28 1.19 1.00 1.03 117.75 70.51
Dsgn. L= 3.02ft 1 0.033 0.020 3.68 3.68 184.17 110.28 1.59 1.00 1.40 117.75 70.51
+D+0.750Lr+0.750L+H
Dsgn. L = 3.94ft 1 0.301 0.144 33.20 33.20 184.17 110.28 1.57 1.00 10.16 117.75 70.51
Dsgn. L= 4.01 ft 1 0.479 0.095 52.86 33.20 52.86 184.17 110.28 1.15 1.00 6.68 117.75 70.51
Dsgn. L= 4.01 ft 1 0.530 0.044 58.43 52.86 58.43 184.17 110.28 1.02 1.00 3.14 117.75 70.51
Dsgn. L= 4.01 ft 1 0.529 0.056 58.33 49.61 58.33 184.17 110.28 1.04 1.00 3.95 117.75 70.51
Dsgn. L= 4.01 ft 1 0.450 0.106 49.61 26.68 49.61 184.17 110.28 1.19 1.00 7.49 117.75 70.51
Dsgn. L = 3.02ft 1 0.242 0.144 26.68 26.68 184.17 110.28 1.59 1.00 10.16 117.75 70.51
+D+0.750L +0.750S+H
Dsgn. L= 3.94ft 1 0.301 0.144 33.20 33.20 184.17 110.28 1.57 1.00 10.16 117.75 70.51
Dsgn. L= 4.01 ft 1 0.479 0.095 52.86 33.20 52.86 184.17 110.28 1.15 1.00 6.68 117.75 70.51
Dsgn. L= 4.01 ft 1 0.530 0.044 58.43 52.86 58.43 184.17 110.28 1.02 1.00 3.14 117.75 70.51
Dsgn. L= 4.01 ft 1 0.529 0.056 58.33 49.61 58.33 184.17 110.28 1.04 1.00 3.95 117.75 70.51
Dsgn. L = 4.01 ft 1 0.450 0.106 49.61 26.68 49.61 184.17 110.28 1.19 1.00 7.49 117.75 70.51
Dsgn. L= 3.02ft 1 0.242 0.144 26.68 26.68 184.17 110.28 1.59 1.00 10.16 117.75 70.51
+D+0.60W+H
Dsgn. L= 3.94ft 1 0.042 0.020 4.58 4.58 184.17 110.28 1.57 1.00 1.40 117.75 70.51
Dsgn. L= 4.01 ft 1 0.066 0.013 7.29 4.58 7.29 184.17 110.28 1.15 1.00 0.92 117.75 70.51
Dsgn. L = 4.01 ft 1 0.073 0.006 8.06 7.29 8.06 184.17 110.28 1.02 1.00 0.43 117.75 70.51
Dsgn. L= 4.01 ft 1 0.073 0.008 8.05 6.84 8.05 184.17 110.28 1.04 1.00 0.54 117.75 70.51
Dsgn. L= 4.01 ft 1 0.062 0.015 6.84 3.68 6.84 184.17 110.28 1.19 1.00 1.03 117.75 70.51
Dsgn. L = 3.02ft 1 0.033 0.020 3.68 3.68 184.17 110.28 1.59 1.00 1.40 117.75 70.51
+0+0.70E+H
Dsgn. L = 3.94ft 1 0.042 0.020 4.58 4.58 184.17 110.28 1.57 1.00 1.40 117.75 70.51
Dsgn. L = 4.01 ft 1 0.066 0.013 7.29 4.58 7.29 184.17 110.28 1.15 1.00 0.92 117.75 70.51
Dsgn. L = 4.01 ft 1 0.073 0.006 8.06 7.29 8.06 184.17 110.28 1.02 1.00 0.43 117.75 70.51
Dsgn. L = 4.01 ft 1 0.073 0.008 8.05 6.84 8.05 184.17 110.28 1.04 1.00 0.54 117.75 70.51
Dsgn. L = 4.01 ft 1 0.062 O.D15 6.84 3.68 6.84 184.17 110.28 1.19 1.00 1.03 117.75 70.51
Dsgn. L = 3.02ft 1 0.033 0.020 3.68 3.68 184.17 110.28 1.59 1.00 1.40 117.75 70.51
+0+0.750Lr+0.750L+0.450W+H
Dsgn. L = 3.94ft 1 0.301 0.144 33.20 33.20 184.17 110.28 1.57 1.00 10.16 117.75 70.51
Dsgn. L = 4.01 ft 1 0.479 0.095 52.86 33.20 52.86 184.17 110.28 1.15 1.00 6.68 117.75 70.51
Dsgn. L= 4.01 ft 1 0.530 0.044 58.43 52.86 58.43 184.17 110.28 1.02 1.00 3.14 117.75 70.51
Osgn. L = 4.01 ft 1 0.529 0.056 58.33 49.61 58.33 184.17 110.28 1.04 1.00 3.95 117.75 70.51
Osgn. L= 4.01 ft 1 0.450 0.106 49.61 26.68 49.61 184.17 110.28 1.19 1.00 7.49 117.75 70.51
Dsgn. L = 3.02ft 1 0.242 0.144 26.68 26.68 184.17 110.28 1.59 1.00 10.16 117.75 70.51
+D+0.750L +0.750S+0.450W+H
Dsgn. L= 3.94 ft 1 0.301 0.144 33.20 33.20 184.17 110.28 1.57 1.00 10.16 117.75 70.51
Dsgn. L = 4.01 ft 1 0.479 0.095 52.86 33.20 52.86 184.17 110.28 1.15 1.00 6.68 117.75 70.51
Osgn. L= 4.01 ft 1 0.530 0.044 58.43 52.86 58.43 184.17 110.28 1.02 1.00 3.14 117.75 70.51
Dsgn. L = 4.01 ft 1 0.529 0.056 58.33 49.61 58.33 184.17 110.28 1.04 1.00 3.95 117.75 70.51
Dsgn. L= 4.01 ft 1 0.450 0.106 49.61 26.68 49.61 184.17 110.28 1.19 1.00 7.49 117.75 70.51
Dsgn. L= 3.02ft 1 0.242 0.144 26.68 26.68 184.17 110.28 1.59 1.00 10.16 117.75 70.51
+D+0.750L+0.750S+0.5250E+H
Osgn. L= 3.94ft 1 0.301 0.144 33.20 33.20 184.17 110.28 1.57 1.00 10.16 117.75 70.51
Osgn. L= 4.01 ft 1 0.479 0.095 52.86 33.20 52.86 184.17 110.28 1.15 1.00 6.68 117.75 70.51
Osgn. L= 4.01 ft 1 0.530 0.044 58.43 52.86 58.43 184.17 110.28 1.02 1.00 3.14 117.75 70.51
Dsgn. L= 4.01 ft 1 0.529 0.056 58.33 49.61 58.33 184.17 110.28 1.04 1.00 3.95 117.75 70.51
Dsgn. L = 4.01 ft 1 0.450 0.106 49.61 26.68 49.61 184.17 110.28 1.19 1.00 7.49 117.75 70.51
Dsgn. L= 3.02ft 1 0.242 0.144 26.68 26.68 184.17 110.28 1.59 1.00 10.16 117.75 70.51
+0.600+0.60W+0.60H
Osgn. L = 3.94ft 1 0.025 0.012 2.75 2.75 184.17 110.28 1.57 1.00 0.84 117.75 70.51
Dsgn. L= 4.01 ft 1 0.040 0.008 4.37 2.75 4.37 184.17 110.28 1.15 1.00 0.55 117.75 70.51
Dsgn. L = 4.01 ft 1 0.044 0.004 4.84 4.37 4.84 184.17 110.28 1.02 1.00 0.26 117.75 70.51
Dsgn. L= 4.01 ft 1 0.044 0.005 4.83 4.11 4.83 184.17 110.28 1.04 1.00 0.33 117.75 70.51
Dsgn. L = 4.01 fl 1 0.037 0.009 4.11 2.21 4.11 184.17 110.28 1.19 1.00 0.62 117.75 70.51
Dsgn. L= 3.02ft 1 0.020 0.012 2.21 2.21 184.17 110.28 1.59 1.00 0.84 117.75 70.51
+0.600+0.70E+0.60H
Dsgn. L= 3.94ft 0.025 0.012 2.75 2.75 184.17 110.28 1.57 1.00 0.84 117.75 70.51
Dsgn. L = 4.01 ft 0.040 0.008 4.37 2.75 4.37 184.17 110.28 1.15 1.00 0.55 117.75 70.51
Dsgn. L = 4.01 ft 0.044 0.004 4.84 4.37 4.84 184.17 110.28 1.02 1.00 0.26 117.75 70.51
Dsgn. L = 4.01 ft 0.044 0.005 4.83 4,..10, 42 4.83 184.17 110.28 1.04 1.00 0.33 117.75 70.51
I 11: •
Description: BEAM W16X26 GRID A 1-A2 PERIMETER BEAMS
Load Combination Max Stress Ratios
Segment Length Span # M V Mmax +
Dsgn. L = 4.01 ft 1 0.037 0.009 4.11
Dsgn. L = 3.02 ft 1 0.020 0.012 2.21
Project Title:
Engineer:
Project ID:
Project Descr:
File= C:\Users\alla.SRE\OOCUME-1\ENERC'l-1\0RAMM & ETCHER V--062821-.3 ALS VERS[ON.ec6 t, :·
" · . ·,•·',i.:.:'.· ;'·:,: · Sollwire'co yrightE~ERCALC,'iNC::19~2018,Buikf:10.18:12.1s':-r::
Summary of Moment Values Summary of Shear Values
Mmax -Ma Max Mnx Mm</Omega Cb Rm Va Max Vnx Vnx/Omega
2.21 4.11 184.17 110.28 1.19 1.00 0.62 117.75 70.51
2.21 184.17 110.28 1.59 1.00 0.84 117.75 70.51
qv~~~iiM~i·n,·~m .oeniict1.;,.f1(£:'.t::•.~X~•·;:r~:::-.'.~'.-r::: ________________________ _
Loiid Combination Span Max. • -• Deft Location in Span Load Combination Max.'+' Deft Location in Span
+D-tl-tH 1 0.8243 11.566 0.0000 0.000
LS~iifti.~~TR~~c(l~~-~-I:~-i:'],I:Ulli;H;/I:::~~'.~ic.. ___ s_u-'.-'ppo_rt_no_ta_tio_n_:_Fa_r_le_ft_ls_#1 _______ v_al_ue_s_ln_K_IP_S _______ _
Load Combination Support 1 Support 2
Overall MAximurn 13.081 13.081
Overall MJNlmum 0.841 0.841
+D+H 1.402 1.402
+D-tl-tH 13.081 13.081
+D-tlr-ll-i 1.402 1.402
+D•S-tH 1.402 1.402
+D...0.750Lr...0.750L•H 10.161 10.161
+Q-+,0,750L...0.750S+H 10.161 10.161
+D...0.60W-tH 1.402 1.402
+D...0.70E-tH 1.402 1.402
+D...0.750Lr...0.750L...0.450W-tH 10.161 10.161
+D...0.750L...0.750S...0.450W-tH 10.161 10.161
+D...0.750L ...0.750S...0.5250E-tH 10.161 10.161
...0.60D...0.60W...0.60H 0.841 0.841
...0.60D...0.70E...0.60H 0.841 0.841
D Only 1.402 1.402
Lr Only
LOnly
SOnly
WOnly
E Only
HOnly
11.680 11.680
15 of42
23142 ,Arroyo Vlsta l<anc:ho Santa Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851
By: AA
Framing Connection
Joist to Beam Connection
Joist Lengt=L= 16.00 ft
Trib Wldth=T= 4.00 ft
Bolt Diam= 0.750 in
# Bolt=N= 2
Fv= 21,000 psi
Fu-steel= SB,000 psi
t-min= 0.250 in
ICheck Single Angle Connection
Angle= PL6x7x3/8
Pallow= C * rv
n= 2
Project: DRAMM !£ ETCHER
DL= 15 psf
LL= 125 psf
Configuration: Platform 24X65
W= (DL +LL)"'T
= 560 lb/ft
Shear Capacity= Bolt Area * N * Fv
= 18,S55 lb 24% OK
Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N
= 26,100 lb 17% OK
p
Project #: V-062821-.3
Shear= w*L/2
= 4,480 lb
C= 1.02
rv= 9,278 lb
P= 4,480 lb
(allowable capacity per bolt)
Pallow= 9,463 lb
e= 5.00 in
P*e= 22,400 in-lb
OK /2) Bolt Joist Connection
Sx= [tp*d"2/6] -[b"2*n*(n"2-1)*(tp*(bolt diam+ 0.125)]/(6d)
= 1. 758 in" 3
Bolt Diam= 0.750 in
tp=Angle Thickness= 0.375 in
d=Angle Vert. Dim= 6.00 in
b=Fastener Vert Spcg= 3.00 in
n=# fasteners= 2
Mcap= Sx * 0.6 * 36 ksl
= 37,969 in-lb OK
Beam to Column Connection
Beam Lengt=L= 24.00 ft
Trib Width=T= 16.25 ft
Bolt Diam= 0.750 in
# Bolt=N= 4
Fv= 21,000 psi
Fu-steel= 58,000 psi
t-min= 0.250 in
DL= 15 psf
LL= 125 psf
w= (DL +LL)"'T
= 2,275 lb/ft
Shear Capacity= Bolt Area * N * Fv
= 37,llOlb 74°,1, OK
Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N
= 52,200 lb 52% OK
16 of42
Shear= w*L/2
= 27,300 lb
23142 kroyo Vista l<oncho Sonto Morgorlta, CA 92688 Tel: 949.888.8850 Fox: 949.888.8851
By: A.A. Project: DRAMM & ETCHER Project ii: V-062821-3
"B" Deck & Diaphragm Capacity
Static Loads
Double span condition, 1' wide trib width typical
Deck Type= 20 ga B Deck
Deck Span=Ld= 4.0 ft
Fy= 38,000 psi
DL= 15.0 psf
LL= 12S.O psf
Bending capacity
Mpos=
Mneg=
Deflection capacity
0.07 * w * Ld"2=
0.125 * w * Ld"2=
Defl= 0.0092 * w * (Ld)"4/(E*I)
= 0.09 in
Diaphragm Forces
Deck Type= 20 ga B Deck
Diaphragm Fp= 0.2*Sds*Ie*W
= 7.46 psf
Rn= Fp * B * L/2
= 1,455 lb
Vn= Re/B
= 89.5 lb/ft
Max Diaph Shear= 89.5 lb/ft
Configuration: Platform 24X65
Trib Width= 1.0 ft
w=(DL+ll)"Trib width= 140.0 lb/ft
Ix= 0.220 in"4
Spas= 0.235 ln"3
Sneg= 0.246 in"3
~Ld~ w
lilllllllOIIIIIII IIIIIIIIOlllllll~lillllllllil
1,882 in-lb
3,360 in-lb
Mallow=0.6*Fy*Spos= 5,358 in-lb
Mallow=0.6*Fy*Sneg= 5,609 In-lb
OK
OK
Span=L= 24.00 ft
Defl-allow= Ld/360
= 0.14 in
B= 16.25 ft
Sds= 0.806
I=Ie= 1.000
W=(Ll/4+DL) 46.25 psf
Re= Fp * B * l/2
= 1,455 lb
Ve= Re/L
= 60.6 lb/ft
Allowable Shear= 341.0 lb/ft OK
ICC ER3056
Page of
17 of42
OK
Vn
N
L-•t t
Diaphragm Forces · Rn t
23142 ,Arroyo Vlsto 1-!oncho Santo Margarito, CA 92688 Tel: .949.888.8850 Fox: 949.888.8851
Column
Section
Loads
By: AA
Section= HSS8x8xl/4
Area= 7.10 in"2
Ix= 70.70 in"4
Sx= 17.70 in"J
rx= 3.15 in
unfactored loads
Pmax= DL+LL+Ps
= 29,213 lb
See attached for column analysis
Project: Dl<AMM IE ETCHER
Configuration: Platform 24X65
Iy= 70.70 in"4
Sy= 17.70 in"3
ry= 3.15 in
Mmax= 195,656 in-lb
= 16.30 ft-kip
age o
18 of42
Prqject It: V-06::/821-3
Fy= 46,000 psi
Kx= 1.2
Ky= 1.2
Lx= 132 in
Ly= 132 In
Cm= 1.00 □
Project Title:
Engineer:
Project ID:
Project Descr:
. , . File;= C:\Use~\aliaSRE100CUMf-1\ENERCA~1u;>RAMM'.& l;TCHERV:062821-~ALS VERSIQN 7-22-21.ecS • ; ; ->::·',, .. '. ·. !.•·,.:"-i':•i,••-•:iI,--=software 'righlENERCALC,INC.l983-2018,Bund:10 .. 18.12.1J ,:.,-
Description : COLUMN HSS8x8x1/4
· :coc1~}J'i(e_nijices· ··:;:-~17·~-_; ·_~·:: : :., , .. ·· :· ..
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-10
Load Combinations Used: ASCE 7-16
•~·-'Geneiiii1niQrmai1o,r•~ff?;.?-/?E: ; · ·•,-· . =·· ~, ::· ?::
Steel Section Name :
Analysis Melhod :
HSS8x8x1/4
Allowable Strength Overall Column Height 11.0 ft
Top & Bottom Fixity Top & Bottom Pinned
Steel Stress Grade
Fy : Steel Yield
Brace condition for deflection (buckling) along columns :
E : Elastic Bending Modulus
46.0 ksi
29,000.0 ksi
Column self weight included : 283.711 lbs• Dead Load Factor
AXIAL LOADS , , .
Axial Load at 11.0 ft, D = 2.925, L = 24.375, E = 1.913 k
BENDING LOADS ...
Moment acting about X-X axis at 9.0 ft, E = 16.30 k-ft
;;:7>~s7(.;Nlufi&JAri•{fJfflff17lJ~:~J::':7;~·:(";:::g•,;y·:y;
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
Location of max.above base
0.2216 : 1
+D+0, 70E+0.60H
8,933 ft At maximum location values are , ..
Pa: Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x I Omega : Allowable
Ma-y : Applied
Mn-y I Omega : Allowable
4.548 k
195.569 k
9.266 k-ft
44.130 k-ft
0.0 k-ft
44.130 k-ft
PASS Maximum Shear Stress Ratio=
Load Combination
0.01845 : 1
+D+0. 70E+0.60H
Location of max.above base
Al maximum location values are ...
Va: Applied
Vn I Omega : Allowable
111'1'{,"TY,.,._.,,, .. '1'": •• , .... :"( .. .,,_~7't{.W'~~,.""'W(~:,llt.l't'.?,i~-.,._,,,.~,,, .. ,f"q i,.Load Coin6mat1on Results.2~•~~i-~-~.,,,.~.-,;:,;,. · ~~ ...... ..,, ................. -...... -., ..... .-.... -...____ ;,.r ~""~.d.l. :..~..:.:
0,0 ft
1.037 k 56.229 k
X-X (width) axis :
Fully braced against buckling about X-X Axis
Y-Y {depth) axis:
Fufly braced against buckling about Y-Y Axis
Service loads entered, Load Factors will be applied for calculations.
Maximum Load Reactions , .
Top along X-X
Bottom along X-X
Top along Y-Y
Bottom along Y-Y
Maximum Load Deflections . , .
Along Y-Y 0.09201 in at
for load combination : E Only
Along X-X 0.0 in at
for load combination :
0.0 k
0.0 k
1.482 k
1.482 k
6.054ft above base
0.0ft above base
Load Combination
Maximum Axial + Bending Stress Ratios
Stress Ratio Status Location Cbx Cby Kxlx/Rx KyLy/Ry Maximum Shear Ratios
Stress Ratio Status Location
+D+H 0.016 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00ft +D+L+H 0.141 PASS 0.00ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00ft +D+Lr+H 0.016 PASS 0.00 ft 1.00 1.00 0,00 0.00 0,000 PASS 0,00ft
+D+S+H 0.016 PASS 0,00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0,00 ft
+D-+-0.750Lr-+-0.750L +H 0.110 PASS 0.00 ft 1.00 1.00 0,00 0.00 0.000 PASS 0.00 ft
+D-+-0.750L-+-0.750S+H 0.110 PASS 0.00 ft 1.00 1.00 0.00 0.00 0.000 PASS 0.00ft
+D-+-0.60W+H 0.016 PASS 0,00 ft 1.00 1.00 0,00 0.00 0.000 PASS 0.00 ft
+D-+-0.750Lr-+-0.450W+H 0.01 6 PASS 0.00ft 1.00 1.00 0,00 0.00 0.000 PASS 0.00 ft
+D-+-0.750S-+-0.450W+H 0.016 PASS 0.00 ft 1,00 1.00 0.00 0.00 0.000 PASS 0.00 ft
-+-0.60D-+-0.60W-+-0.60H 0,010 PASS 0.00ft 1.00 1.00 0.00 0.00 0,000 PASS 0.00 ft +D-+-0. 70E-+-0.60H 0,222 PASS 8.93 ft 1.00 1.00 0,00 0.00 0.01 8 PASS 0.00 ft
+D-+-0. 750L-+-O. 750S-+-0.5250E+H 0,215 PASS 8,93ft 1.00 1.00 0,00 0.00 0.014 PASS 0,00 ft
-+-0.60D-+-O. 70E+H 0,218 PASS 8.93ft 1.00 1.00 0.00 0.00 0.018 PASS 0.00ft
19 of42
Project Title:
Engineer:
Project ID:
Project Descr:
. : File= C:\Users\alia.SRE\DOCUME-1\ENERCA.-1\0RAMM & ETCHER V-062821-3 ALS VERSION 7-22-21.ecti ·.' ;;' : -·. . · ·.;•.;;_;;;'..'..!c,,;/j./:·:. ·:, ·,: Softwareco . htENERCAlC,"INC.198i2018,Build:10.18:12.13 ,'.
Description: COLUMN HSS8x8x1/4
Load Combination
+0-+H
+O+l-+H
+D+lr-+H
+O+S-+H
+0+0.750Lr..0.750L-+tt
+0-+-0.750L-+-0.750S-+H
+0-+-0.60W-+H
+D..0.750Lr..0.450W-++i
+0-+-0.750S..0.450W-++i
+0.60D..0.60W..0.60H
+0..0.70E..0.60H
+0+0.750L ..0.750S..0.5250E-+H
..0.60D-t0.70E-++i
DOnly
Lr Only
L Only
sonly
W0nly
~·, ~.~ . ·r-... .,,, .
. : . ·• .. : ~:,. .
Axial Reaction
@Base
3.209
27.584
3.209
3.209
21.490
21.490
3.209
3.209
3.209
1.925
4.548
22.494
3.264
3.209
24.375
E Only 1.913
X-X Axis Reaction
@Base @Top
k Y -Y Axis Reaction
@Base @Top
1.037 -1.037
0.778 -0.778
1.037 -1.037
1.482 -1.482
Note: Only non-zero reactions are listed .
Mx -End Moments k-ft My -End Moments
@ Base @ Top @Base @ Top
~J1ii~eJ{~i~(p'~-~fo ;~E7:Ti~<.:~·~~?:}~Y?J
Axial Reaction x·':c-X::-:-Ax-:-is-=R=-e-ac-:-:tio-n--:-k --:-:Y-7Y:--:Ax:-i:-s =-Re-a-,cti=-·on--,.-,Mx~--=E=-nd-:-:Mo~me--,nts,---:-k-=-ft--:-M:-y-:-E=-n-:d-:-:M=-om_e_n.,..ts-
Item Extreme Value @ Base @Base @ Top @ Base @ Top @ Base @Top @Base @ Top
Axial@Base
Reaction, X-X Axis Base .
Reaction, Y-Y Axis Base
Reaction, X-X Axis Top
Reaction, Y-Y Axis Top
Moment X-X Axis Base
Momeni, Y-Y Axis Base
Moment. X-X Axis Top
Moment. Y-Y Axis Top
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
Maximum
Minimum
27.584 ·
3.209
3.209
1.913
3.209
3.209
3.209
3.209
3.209
3.209
3.209
3.209
3.209
3.209
3.209
3.209
3.209
ir.-M··•""""''"'"1>"'ff'""f '"""'1f '"'i:"1fc'o~bln~ r ~~"".arm·p:;-i=i~~s,~1•1~ ;»rf,,-::r:o 1/'4 ,, ax1mum .!I ec ions, or.'. oa . m na 1ons,.~~':<,·''",,·1<;,;.-;;;,n~!J:n.'.c,,,:J,
Load Combination Max. X-X Deflection Distance
+0-+H 0.0000 in 0.000 ft
-l{)+l-+H 0.0000 in 0.000 ft
+O+Lr-+H 0.0000 in 0.000 ft
+D+S-+H 0.0000 in 0.000 ft
+0-+-0.750Lr..0.750L-+H 0.0000 in 0.000 ft
+0-f{J.750L-f{J.750S-+H 0.0000 in 0.000 ft
+0..0.60W-+H 0.0000 in 0.000 ft
+0+0.750Lr-f{J.450W-+H 0.0000 in 0.000 ft
+0..0.750S..0.450W-+H 0.0000 In 0.000 ft
..0.60D..0.60W+0.60H 0.0000 in 0.000 ft
+D+0.70E-f{J.60H 0.0000 in 0.000 ft
+0+0.750L ..0. 750S..0.5250E-++i 0.0000 in 0.000 ft
..0.60D..0.70E-+H 0.0000 in 0.000 ft
DOnly 0.0000 in 0.000 ft
20of42
1.482 -1.482
Max. Y-Y Deflection Distance
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 In 0.000 ft
0.000 In 0.000 ft
0.000 in 0.000 ft
0.000 in 0.000 ft
0.000 In 0.000 ft
0.000 in 0.000 ft
0.064 in 6.054 ft
0.048 in 6.054 ft
0.064 In 6.054 ft
0.000 in 0.000 ft
Description: COLUMN HSS8x8x1/4
. Maximum. Deflections tor Load Combinations
Load Combination Max. X-X Deflection
Lr Only 0.0000 in
L Only 0.0000 in
S Only 0.0000 in
W Only 0.0000 in
E Only 0.0000 in
H Only 0.0000 in
I? Sieei ·section' Properties :0
::-~ 1 ~ii;:-1 HSS8x8x1/4
Depth 8.000 In I xx
Design Thick 0.233 In S xx
Width 8.000 in R xx
Wall Thick 0.250 in Zx
Area 7.100 in•2 I yy
Weight = 25.792 pll S yy
Ryy
0.000 in
+Y
I I I I
C "· I .
0 1 /Load 1
0 co ,,
8.00in
Project Title:
Engineer:
Project ID:
Project Descr:
·, ·File= C:\Useis\alla,SRE\OOCUME-1\ENERCA-1\DRAMM & CHER V-062821-3 /1).S VERSION 7•22-21.ecii ;1;, · ... > ,, :· · .. :--: . ; ·. , ..:. · . .-. SoflwaeoopyrightENERCALc, 1Nc.1ga3-201a. 0u11d:10.~a.12.13 ,_~;)
. 1'., .'_ -:,-i
.,: . )' ' Distance
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0,000 ft
0.000 ft
+X
Max. Y-Y Deflection
70.70 in•4
17.70 in•3
3.150 in
20.500 in•3
70.700 in•4
17.700 in•3
3.150 in
0.000
0.000
0.000
0.000
0.092
0.000
r;, '-,.__
In
in
in
in
in
in
21 of 42
.. '
Distance
0,000 fl
0.000 fl
0.000 ft
0.000 ft
6.054 ft
0.000 ft
C
111.000 in•4
28.100 in•3
211...2.13l
23142 Arrayo Vista Rancho Santo Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851
By: AA Prq/ec:t: DRAMM It ETCHER
Knee Brace Configuration: Platform 24X65
V= 1,097 lb/Brace
Vl= 768 lb/Brace
V2= 3,291 lb/Brace
Knee Brace= L3x3xl/4
Area =Agross= 1.440 inA2
r = 0.592 in
x= 24.0 in
y= 24.0 in
tmln= 0.1875 In
Check Knee Brace
Check brace member for Load case 4:
Check Brace Compression
ASD Shear Per Knee Brace
Brace shear LC2
D + 0.75*L + 0.525*£
Brace shear LC4, Jndudes Overstrength Factor Omega
1.161*D +Omega*£+ Leff
LC4Govems
Fy= 36,000 psi
Fu= 58,000 psi
K= 1.0
W=Omega= 3.0
Olag Length=z= 33.9 in
Check Brace Tension
Tallow!= Agross * 0.6 * Fy
Project #: V-062821-3
V
-♦
y
_L
11
.Ebmm
P= V2*z/x
= 4,649 lb = 31,104 lb Tension OK
(K * LJr) = (1 *24 in/0.592 in)
= 57.26
Cc= (2nA2E/Fy)A0.5
= 126.1
Fa = [1-((kl/r)A 2/2CcA 2}1Fy
5/3 + 3(kl/r)/8Cc • (kl/r)A3/8CcA3
= 17,690 psi
fa= P/Area
= 3,228 psi
fa/Fa= 0.182 Compression OK
Check Knee Brace Connection
Bolt Shear Cap= Bolt Area * Fv * N
= 32,987 lb Bolt Shear OK
Bolt Bearing Cap= Bolt Diam * tmin * 1.2 * Fu * N
= 26,100 lb Bolt Bearing OK
Stress= 0.180 Bolt OK
age 0
Anet= Agross -Hole Area
= 1.2411nA2
Tallow2= 0.5 * Fu * Anet
= 35,989 lb
22 of 42
Tension OK
Bolt Diam= 1.000 in
# Bolts=N= 2
Fv= 21,000 psi
23142 hroyo Vista l<oncho Santo Margarito, CA 92688 Tel: 949.888.8850 Fox: 949.888.8851
By: AA. PrC?)ect: DRAMM & ETCHER Project It: V-062821-3
Anchors Configuration: Platform 24X65
1) RMI Sec 2.2, item 7: (0.9·0.2Sds)D + (0.9·0.20Sds)*B*Papp · E*rho
V ~Ill I II Ill 111111111111111111111111111111111111111111111111111 Ill 111111111111111
Loads Per Baseplate
V= 4,174 lb
DL= 5,850 lb
Ueff= 12,188 lb
Movt= v * H * n * rho
= 1,652,904 In-lb
Wst.= Lfl *DL + Lfl *rho*Ueff
13,324 lb
Mst= Wst * D/2
= 13324 lb * 288 in/2
= 1,918,656 in-lb
T= (Movt-Mst)/0
= (1652904in-lb · 1918656 in·lb)/288 In
= ·923 lb
T per Baseplate= -923 lb
Net Seismic Tension per Baseplate LRFD Load Induding n
Shear per Baseplate= 6,261 lb
Net Seismic Shear Per Baseplate LRFD Load Induding n
No Uplift
Loads Per Anchor
T per anchor= 0 lb
Net Seismic Tension per Anchor LRFD Load Including n
Shear per anchor= 1,565 lb
Net Seismic Shear Per Anchor LRFD Load Induding n
Anchor
I
H
T
Check (4) 0.75" diam x 3.75" min. embedment Hilti Kwikbolt TZ Wedge anchor(s) per baseplate
Special inspection is required per I.C.C. #ESR 1917.
DL
LL
D
H= 132.0 In
D= 288.0 in
Ss= 1.0080
51= 0.3660
Fa= 1.2000
Fv= 1.9000
Sds= 0.8064
O= 3.0000
B= 1.0000
rho= 1.0000
(0.9·0.2Sds)=Lf1= 0.7387
# Anchors/column=nl= 4
Total Qty Anchor per frame=n2= 8
Alternate anchor is Hilti KWIK SOLT TZ2 per ESR 4266, same size and embedment indicated above
Page of
23 of42
• = 11 S • • ----------------------Hilti PROFIS Engineering 3.0.71
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 14x14BP WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date:
Fastening point:
Specifier's comments:
1 Input data
Anchor type and diameter:
Item number:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plateR :
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C, D, E, or F)
Kwik Bolt TZ -CS 3/4 (3 3/4)
not available
her.ad = 3. 750 In., hnom = 4.313 In.
Carbon Steel
ESR-1917
1/1/2020 15/1/2021
Design Method ACI 318-14/ Mech
eb = 0.000 in. (no stand-off); t = 0.500 in.
I, x ly x t = 14.000 in. x 14.000 in. x 0.500 in.; (Recommended plate thickness: not calculated)
Square HSS (AISC), HSS6X6X.250; (L x W x T) = 6.000 in. x 6.000 in. x 0.250 In.
cracked concrete, 4000, f.' = 4,000 psi; h = 6.000 in.
hammer drilled hole, Installation condition: Ory
tension: condillon B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
Note: the Kwik Bolt TZ -CS anchor Is in the process of phase-out.
Application also possible with Kwik Bolt TZ2 -CS under the selected boundary conditions.
Application also possible with Kwik Bolt TZ2 -CS 3/4 (3 3/4) hnom2 under the selected boundary conditions.
More information in section Alternative fastening data of this report
R -The anchor calculation is based on a rigid anchor plate assumption.
Input data and results must be cllecked ror confonnlty wllh Ute existing conditions and for plauslbll/tyl
PROFIS Englnee~ng ( c) 2003-2021 Hilll AG. FL-9494 Scllaan Hiltl is a registered Trademarlt of Hiltl AG, Schaan
24of42
1
Al
7/22/2021
i = 11 S 9' • ---------------------Hilti PROFIS Engineering 3.0.71
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 14x14BP WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date:
Fastening point:
Geometry [in.] & Loading (lb, in.lb]
I <::o'
X
Input data and results must be cheeked for conformity with the existing conditions and for pausib!Utyl
PROFIS Englnee~ng ( c ) 2003-2021 Hilt! AG, FL-9494 Schaan Hiltt Is a registered Trademark ot Hlltl AG, Schaan
25 of42
2
Al
7/2212021
2
1 : i i S • • ----------------------Hilti PROF IS Engineering 3.0. 71
www.hiltl.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 14x14BP WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date:
Fastening point:
1.1 Design results
Case Description
Load cas!l: Design loads
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Forces [lb]/ Moments ~n.lb]
N = -923; V, = O; Vy= -6,261;
M, = 0; My = 0; M, = 0;
Anchor Tension force Shear force Shear force x Shear force y
1 0 1,565
2 0 1,565
3
4
0
0
1,565
1,565
max. concrete compressive strain: 0.00 [%o]
max. concrete compressive stress: 5 [psij
resulting tension force In (x/y)=(0.000/0.000): 0 [lb]
resulting compression force in (x/y)=(0.000/0.000): 923 [lb)
0 -1,565
0 -1,565
0 -1,565
0 -1,565
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load N0• (lb) Capacity ♦ N0 (lb]
Steel Strength• N/A N/A
Pullout Strength* NIA NIA
Concrete Breakout Failure .. N/A NIA
• highest loaded anchor ••anchor group (anchors in tension)
Input data and results must be checked for conformity With the e.xisUng cond!Uons and for plausibility!
PROFIS Englneerlng ( c ) 2003-2021 HIIU AG, FL-9494 Schaan HilU Is a registered Trademark of HilU AG, Schaon
26 of 42
3
Al
7/22/2021
Seismic Max. UIII. Anchor[%]
yes 85
' y
0 3 04
t\ ~y
~
Compression
0 1 02
Utilization 13" = N0J♦ N" Status
NIA NIA
N/A NIA
N/A NIA
3
i = 11 S • • ---------------------Hilti PROFIS Engineering 3.0. 71
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 14x148P WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date:
Fastening point:
4 Shear load
Load v •• Pb]
Steel Strength* 1,565
Steel failure (with lever arm)* N/A
Pryout Strength .. 6,261
Concrete edge failure In direction y-.. 6,261
• highest loaded anchor ••anchor group (relevant anchors)
4.1 Steel Strength
V ... eq = ESR value
~ v ..... ~ v ••
Variables
A..v [in.2]
0.24
Calculations
Vy,19 Pb]
11,745
Results
v .... Pb]
11,745
refer to ICC-ES ESR-1917
ACI 318-14 Table 17.3.1.1
f..., (psi]
106,000 0.859
0.650 1.000
~ v .. .., [lb]
7,634
lnpul data and resotto must be c:hecl<ed for conformity with the exlsllng conditions and for p&auslbilltyt
Capacity ♦ Vn [lb]
7,634
N/A
42,757
7,443
V.,. (lb]
1,565
PROFlS Englnee~ng ( c) 2003-2021 HfltJ AG, FL-9494 Schaan Hilll Is a registered Trademark or Hllti AG. Schoon
27 of42
Utilization ll,, = V.J♦ V"
21
NIA
15
85
4
Al
7/22/2021
Status
OK
N/A
OK
OK
4
1 : 11 S • • ----------------------Hilti PROFIS Engineering 3.0.71
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 14x14BP WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date:
Fastening point:
4.2 Pryout Strength
Vcpg = I<.., [ (~) 'I' ec,N 'i'oc1,N 'i'c.N 'i'cp,N No ]
,j, vcpg ;i: v.,.
~o see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1 (b)
~
ljl ec,N
ljl od,N
ljl cp,N
Variables
2
ljl c.N
1.000
Calculatlons
495.06
Results
61,082
e.., N [in.]
3.750 0.000
c .. [in.]
10.000 17
~(in.2] ljl ■<1,N
126.56 1.000
♦ cancn,ta ♦-
0.700 1.000
ACI 318-14 Eq. (17.5.3.1b)
ACI 318-14 Table 17.3.1.1
ACI 318-14 Eq. (17.4.2.1c)
ACI 318-14 Eq. (17.4.2.4)
ACI 318-14 Eq. (17.4.2.5b)
ACI 318-14 Eq. (17.4.2.7b)
ACI 318-14 Eq. (17.4.2.2a)
ea,!! [in.] c._..., pn.]
0.000 9.000
)... f0 (psij
1.000 4,000
'1''"'2,N 'i' od,N
1.000 1.000
♦-♦ v .... [lb]
1.000 42,757
lnpol data and results must be checlced for conronn11y with 1he existing conditlons and ror plauslbllltyl .
PROFIS Engineering ( c) 2003-2021 HIIU AG, FL-9494 Scllaan HilU Is a reglslered Trademark ol Hlltl AG, Scllaan
28 of 42
'I' cp,N N0 [lb]
1.000 7,808
v .. Ob)
6,261
5
Al
7/22/2021
5
• = 11 S • • ----------------------Hilti PROF IS Engineering 3.0. 71
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 14x14BP WITH 4ANCHORS 0.75in PLATFORM 7-2 Date:
Fastening point:
4.3 Concrete edge failure In direction y-
(Ave) Vobg = Ave0 lj/ ec,V 'l'ed,V 'l'c,V 'l'r,,v '1'..-.v Vb
cl> Voog ~V,,.
Av. seeACI 318·14, Section 17.5.2.1, Fig. R 17.5.2.1(b)
Ave0 = 4.5 c!,
'I' ec,V = ( 1 +
1
2e~) S 1.0
3c.,
lj/ ed.V = 0.7 + 0.3( 1.~.) S 1.0
'l'r,,v =~~1.0 .
v. =(1(})°2 v'd.) ).• ~c:; •
Variables
c11 [in.)
9.000
I pn.)
3.750
Calculations
201.00
Results
Vd/9 [lb)
10,633
C,a pn.]
9.000
). .
1.000
Avc011n.2)
364.50
<I>...., ...
0.700
ecy [in.)
0.000
d0 pn.)
0.750
ljl ec.V
1.000
<1> .. -
1.000
ACI 318-14 Eq. (17.5.2.1b)
ACI 318-14 Table 17.3.1.1
ACl318-14 Eq. (17.5.2.1c)
ACI 318-14 Eq. (17.5.2.5)
ACI 318-14 Eq. (17.5.2.6b)
ACI 318-14 Eq. (17.5.2.8)
ACI 318-14 Eq. (17.5.2.2a)
lj/ c,V h1 [in.)
1.000 6.000
f~ [psij 'l'..,-.v
4,000 1.000
lj/ ed,V ljlh,V
0.900 1.500
"'-<l>V .... Vb]
1.000 7,443
Input data and results must bo checked for confonnity with the existing conditions and for plauslbilityl
PROFIS Engineering ( c) 200~2021 Hilll AG, FL-9494 SChaan H~U Is a registered Trademar1< of Hi!U AG, Schaan
29 of42
v. Pb)
14,283
V,,. Pb)
6,261
6
Al
7/22/2021
6
i = i i S • • ----------------------Hilti PROFIS Engineering 3.0. 71
www.hilti.com
Company:
Address:
Phone I Fax: I
Page:
Specifier:
E-Mail:
7
Al
Design:
Fastening point:
14x14BP WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date: 7/22/2021
5Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2018, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re--0istribution on the anchors due to elastic deformations of the anchor plate are not considered -the
anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates
the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The
proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for
agreement with the existing. conditions and for plausibility!
Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential
concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout
or pryout strength governs.
• Refer to the manufacturer's product literature for cleaning and Installation instructions.
• For additional information about AC! 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/
• An anchor design approach for structures assigned to Seismic Design Category C, D, E or Fis given in ACI 318-14, Chapter 17, Section
17.2.3.4.3 (a) that requires the governing design strenglh of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the
case, the connection design (tension) shall satisfy the provisions of Section 17 .2.3.4.3 (b ), Section 17 .2.3.4.3 (c), or Section 17.2.3.4.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).
• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile
yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design
strenglh of the anchors to equal or exceed the maximum tension/ shear obtained from design load combinations that include E, with E increased
by co0.
• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-14, Section 17.8.1.
Fastening meets the design criteria!
Input data and results must be checked ro, confonmlty with 1110 exlsHng conditions and for plausibffityl
PROFIS Engineertng ( c) 2003-2021 Hlltl AG, FL-9494 Schaan HilH Is a registered Trademark of HilU AG. Schaan
7
30 of42
i = 11 S 9' • ----------------------Hilti PROFIS Engineering 3.0.71
www.hilli.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
8
Al
Design: 14x14BP WITH 4 ANCHORS 0.75In PLATFORM 7-2 Date: 7122/2021
Fastening point:
6 Installation data
Profile: Square HSS (AISC), HSS6X6X.250; (L x W x n = 6.000 in. x 6.000 in.
X 0.25Q In.
Hole diameter in the fixture: d, = 0.812 in.
Plate thickness (input): 0.500 in.
Recommended plate thickness: not calculated
Drill Ing method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to instructions for use ls
required.
Anchor type and diameter. Kwik Bolt 'TZ -CS 3/4 (3 3/4)
Item number: not available
Maximum installation torque: 1,320 in.lb
Hole diameter in the base material: 0.750 in.
Hole depth in the base materfal: 4.500 in.
Minimum thickness of the base materfal: 6.000 in.
Hilt! KB-'TZ stud anchor with 4.31252 ln embedment, 3/4 (3 3/4), Carbon steel, installation per ESR-1917
6.1 Recommended accessories
Drilling
• Suitable Rotary Hammer
• Properly sized drill bit
Coordinates Anchor [in.]
Anchor X y c ..
1 -5.500 -5.500 9.000
2 5.500 -5.500 20.000
3 -5.500 5.500 9.000
4 5.500 5.500 20.000
Cleaning
• Manual blow-out pump
.~ y
7.000
Q 3
?1
I
1.500 11.000
c .. c.,, c+y
9.000
9.000
20.000
20.000
lnpul dala and results must be checlled ror conforml1y with the e.dsUng conditions and for plausiblfflyl
7.000
ryL
??
I 1.500
PROFIS Engineering ( c) 2003-2021 Hlltl AG, FL-9494 Schaan Hiltl Is a registered Trademar1< of HnU AG, Schaan
31 of42
Setting
• Torque wrench
• Hammer
o .-.-0
"1 --~~
8 0 ,-:
8 -9 ~ --X
0 0 9 ,-.
0 ~ -...
8
i = 11 S • • ---------------------Hilti PROFIS Engineering 3.0.71
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: 14x14BP WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date:
Fastening point:
7 Alternative fastening
7.1 Alternative fastening data
Anchor type and diameter:
Item number:
Effective embedment depth:
Material:
Evaluation Service Report:
Issued I Valid:
Proof:
Stand-off installation:
Anchor plateR :
Profile:
Base material:
Installation:
Reinforcement:
Seismic loads (cat. C. D, E, or F)
Kwlk Bolt TZ2 • CS 3/4 (3 3/4) hnoin2
2210312 KB-TZ2 3/4x6 1/4
he1.ac1 = 3.750 in., hnom = 4.500 in.
Carbon Steel
ESR-4266
3/1/2021 I 1211/2021
Design Method ACI 318-14 / Mech
eb = 0.000 in. (no stand-off); t = 0.500 in.
1. x ly x t = 14.000 in. x 14.000 In. x 0.500 in.; (Recommended plate thickness: not calculated)
Square HSS (AISC), HSS6X6X.250; (L x W x T) = 6.000 in. x 6.000 in. x 0.250 In.
cracked concrete, 4000, fc' = 4,000 psi; h = 6.000 in.
hammer drilled hole, Installation condition: Ory
tension: condition B, shear: condition B; no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Tension load: yes (17.2.3.4.3 (d))
Shear load: yes (17.2.3.5.3 (c))
Max. Utilization with Kwik Bolt TZ2 -CS 3/4 (3 3/4) hnom2: 85 %
Fastening meets the design criteria!
Input data and results must be checked ror conronnlty witfl the existing conditions and ror plauslbllityl
PROFIS Engineering ( c) 2003-2021 HIIU AG. FL-9494 Schaan Him Is a regfslered Trademark of Hi/U AG, Schaan
32 of42
9
Al
7/22/2021
9
i : i i S .J •----------------------Hilti PROF IS Engineering 3.0. 71
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
10
Al
Design: 14x148P WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date: 7/22/2021
Fastening point:
7.2 Installation data
Profile: Square HSS (AISC), HSS6X6X.250; (L x W x D = 6.000 in. x 6.000 in.
x0.250 in.
Hole diameter in the fixture: d1 = 0.812 in.
Plate thickness (Input): 0.500 in.
Recommended plate thickness: not calculated
Drilling method: Hammer drilled
Cleaning: Manual cleaning of the drilled hole according to Instructions for use is
required.
Anchor type and diameter: Kwik Bolt TZ2 -CS 3/4 (3 3/4)
hnom2
Item number: 2210312 KB-TZ2 3/4x6 1/4
Maximum installation torque: 1,324 in.lb
Hole diameter in the base material: 0.750 in.
Hole depth in the base material: 4. 750 in.
Minimum thickness of the base material: 6.000 in.
Hilti KB-TZ2 stud anchor with 4.5 in embedment, 3/4 (3 3/4) hnom2, Carbon steel, installation per ESR-4266
7.2.1 Recommended accessories
Drilling
• Suitable Rotary Hammer
• Properly sized drill bit
Cleaning
• Manual blow-out pump
Input data and results must be checked for conronnlty with the exfsting conditions and for pauslbllltyl
PROflS Engineertng ( c) 2003-2021 HIIU AG, FL-9494 Schaan Hi/II ls a registered Trademark or HUU AG, Schaan
33 of42
Setting
• Torque wrench
• Hammer
10
i = i i S ~ • ----------------------Hilti PROFIS Engineering 3.0. 71
www.hilti.com
Company:
Address:
Phone I Fax: I
Page:
Specifier:
E-Mail:
11
Al
Design:
Fastening point:
14x14BP WITH 4 ANCHORS 0.75in PLATFORM 7-2 Date: 7/22/2021
8 Remarks; Your Cooperation Duties
• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and
security regulations in accordance with Hilli's technical directions and operating, mounting and assembly Instructions, etc., that must be strictly
complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using
the relevant Hifti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in.
Therefore, you bear the sole responsibility for the absence of errors; the completeness and the relevance of the data to be put in by you.
Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to
compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms
and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific
application.
You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the
regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilli on a regular basis. ff you do not use
the Auto Update function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each
case by carrying out manual updates via the Hifti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data
or programs, arising from a culpable breach of duty by you.
Input data and results must be checked tor conronntty with the e.xlsUng conditions and for plausibility!
PROFIS Engineering ( c ) 2003-2021 Hlltl AG, FL-9494 Schaan Hilti is a registered Trademark of HIIU AG, Schaan
11
34 of42
2314:2 Arroyo Vista Rancho Sonta Margarita, CA 9:2688 Tel: 949.888.8850 Fax: 949.888.8851
By: AA Projeci: DRAMM 4: ETCHER Project it: V-062821-3
Perimeter Base Plate
Section Perimeter Grid Cl
Loads
Width=W = 14.00 In
Depth=D = 14.00 in
Column Width=b = 8.00 In
L (ctrd column)= 3.00 in
Plate Thickness=t = 0.500 in
1) LCl: D + L
Configuration: Platform 24X65
Bolt Edge Dist=e= 1.50 in
a= 5.50 In
Anchor c.c. =2*a=d = 11.00 in
N=# Anchor/Base= 4
Fy = 36,000 psi
2) LO: (1.0 + 0.lO*Sds)D + 0.525*mo*E + 0.75L
1.0806*0 + 0.525*E + 0.75*L
Axial Loads:
Axial DL= 2,925 lb
Axial LL= 24,375 lb
Pseismlc=E= 1,913 lb
1.0 + 0.l0*Sds= 1.081
Axial Bearing stress=fa = P/A = P/(D*W)
= 139 psi
P Load Case 1= 27,300 lb
P Load Case 3= 22,446 lb
Eff. Axial Load, P= 27,300 lb
Base Moment:
Mb= 0 In-lb
Pinned Base
Ml= wL"2/2= fa*L"2/2
= 627 In-lb
Moment Stress=fb = M/5 = 6*Mb/[(D*B"2]
= o.o psi
Moment Stress=fb2 = 2 * fb * 1../W
Moment Stress=fbl = fb-fb2
= 0.0 psi
M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L "2
= 0 in-lb
5-plate = (l)(t" 2)/6
= 0.042 ln"3/in
fb/Fb = Mtotal/[(5-plate)(Fb)]
0.56 OK
Check ancJior tension due to base moment, if any
Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2]
= -6,143 lb No Tension Due to Base Moment
Check anchor for seismic base shear and tension loads from base moment
= 0.0 psi
M2= fbl*L"2)/2
= 0 In-lb
Mtotal = Ml+M2+M3
= 627 In-lb/in
Fb = 0.75*Fy*l.0
= 27,000 psi
I
0 .
D
_l 0 □
0
0
Anchor Type= 0.75 in Diam x 3.75 Min. Embedment Hi/ti Kwikbolt TZ Wedge
M= 0 in-lb
d= 11.00 in /-w-/
# Bolt/Plate=N= 4
Anchor Tension,T= 0 lb
Total base shear= 2,087 lb
shear per anchor= 522 lb
Check combined Stress:
Tallow= 1,600 lb
Vallow= 1,600 lb
[0 lb/(1600 lb *1)]"1 + [522 lb/(1600 lb*l)]"l = 0.326
35 of42
2314:2 Arroyo Vlsta Rancho Sonta Margarita, CA 9:2688 Tel: 949.888.8850 Fax: 949.888.8851
By. AA Prqject: DRAMM ~ ETCHER
Comer Base Plate
Section Corner, Grid F2
Loads
Width=W = 14.00 in
Depth=D = 14.00 in
Column Wldth=b = 8.00 in
L (ctrd column)= 3.00 In
Plate Thickness=t = 0.500 in
1) LCl: D + L
Configuration: Platform 24X65
Bolt Edge Dist=e= 1.50 in
a= 5.50 in
Anchor c.c. =2*a=d = 11.00 in
N=# Anchor/Base= 4
Fy = 36,000 psi
2) LC3: (1.0 + 0.lO*Sds)D + 0.525*rho*E + 0.7SL
1.0806*D + 0.525*E + 0.75*L
Axial Loads:
Axial DL= 1,538 lb
Axial LL= 12,813 lb
Pselsmic=E= 1,006 lb
1.0 + O.lO*Sds= 1.081
Axial Bearing stress=fa = P/A = P/(D*W)
= 73 psi
P Load Case 1= 14,350 lb
P Load Case 3= 11,799 lb
Eff. Axial Load, P= 14,350 lb
Base Moment:
Project It V-06.2.S:21-3
p
Mb
b j+-L
w
Mb= 0 In-lb
Pinned Base
Ml= WL "2/2= fa*L "2/2
= 329 in-lb
Moment Stress=fb = M/S = 6*Mb/[(D*B"2]
= o.o psi
Moment Stress=fb2 = 2 * fb * L/W
Moment Stress=fbl = fb-fb2
= 0.0 psi
M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L" 2
= 0 in-lb
5-plate = {l){t"2)/6
= 0.042 In" 3/in
fb/Fb = Mtotal/[(S-plate)(Fb)J
0.29 OK
Check anchor tension due to base moment, if any
Tanchor = {Mb-(P*0.9)(a))/[(d)*N/2]
= -3,229 lb No Tension Due to Base Moment
Check anchor for seismic base shear and tension loads from base moment
Anchor Type= o. 75 in Diam x 3. 75 Min. Embedment Hi/ti Kwikbolt 7Z Wedge
M= 0 in-lb
d= 11.00 in
# Bolt/Plate=N= 4
AnchorTension,T= O lb
Total base shear= 1,097 lb
shear per anchor= 274 lb
Check Combined Stress:
Tallow= 1,600 lb
Vallow= 1,600 lb
= 0.0 psi
M2= fbl *L" 2)/2
= 0 in-lb
Mtotal = Ml +M2+M3
= 329 in-lb/In
Fb = 0.75*Fy*1.0
= 27,000 psi
_
8 1-1 L --1
r 0 0
□ D
_l 0 0
I-w -I
[O lb/(1600 lb *1)]"1 + [274 lb/(1600 lb*l)]"l = 0.171
36of42
23142 ,Arroyo Vista Rancho Santo Margarito, CA 92688 Tel: .949.888.8850 Fox: 949.888.8851
8y. AA Prqject: DRAMM $ ETCHER Prqject ~: V-062821-3
Perimeter Column Slab on Grade Configuration: Platform 24X65
loads
SLAB ELEVATJON
Base Plate
B= 14.00 In
D= 14.00 in
Live Load Reduction Coef (phi) = 1.00
wldth=a= 8.00 In
depth=b= 8.00 In
Axial DL= 2,925 lb Pselsmic=E= 1,913 lb
Axial LL= 24,375 lb
DL+LL= 27,300 lb
LOAD CASE #1: 1.2DL+l.6LL, ACSE 7-10, Sec 2.3.2, eqtn #2
Puncture
Pu= 1.2*PDL + 1.6*PLL
= 42,510 lb
Apunct= [(c+t)+(e+t)]*2*t
= 408 ln"2
Slab Bending
Beam fixed at one end, free to deflect vertically but not rotate at other end
Asoll= (Pu*144)/(fsoil) L= (Asoil)"0.5
= 6,121 in" 2
X= (L-y)/2
= 78.24 in
M= w*x"2/6
8gMglgfc PIA) \(Jew
= 27.6 in
Fb= 5*(phi)*(f'c)"0.5
= 205.55 psi
= (fsoil*x"2)/(144*6)
= 882.9 In-lb
LOAD CASE #2: 1.2DL+l.0E+l.0LL, ACSE 7-05, SEC 2.3.2. eqtn #5
Puncture
Pu= 1.2*PDL + 1.0E + 1.0*PLL
= 29,798 lb
Apunct= [(c+t)+(e+t)]*2*t
= 408 in"2
Slab Bending
Beam fixed at one end, free to deflect vertically but not rotate at other end
Asoil= (Pu*l 44)/(fsoil) L= (Asoil)"0.5
= 4,291 in" 2
x= (L•y)/2
= 21.3 In
Fb= 5*(phi)*(f'c)"0.5
= 205.55 psi
= 65.51 in
M= w*x"2/6
= (fsoil*x"2)/(144*6)
= 522.8 in-lb
37of42
Existing s.o.G. Concrete
f'c= 4,000 psi
tslab=t= 6.0 in
phl=/2!= 0.65
Soil Bearing capacity
fsoil= 1,000 psf
eff. baseplate width=c= 11.00 In
eff. baseplate depth=e= 11.00 in
Fpunct= 2.66*phl*sqrt(f'c)
= 109.4 psi
DL= 15 psf
LL= 125 psf
Trib Area= 195 ft"2
fv/Fv= Pu/(Apunct*Fpunct)
0.95
y= ( c*e)"0.5 + t*2
= 23.0 In
S-slab= 1 *t" 2/6
= 6.0 in"3
fb/Fb= M/(S-slab*Fb)
0.72
Fpunct= 2.66*phl*sqrt(f'c)
= 109.4 psi
OK
OK
fv/Fv= Pu/(Apunct*Fpunct)
0.67
y= (c*e)"0.5 + t*2
= 23.0 in
5-sJab= 1 *t" 2/6
= 6.0 in"3
fb/Fb= M/(5-slab*Fb)
0.42
OK
OK
:2.3142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851
By: AA Project: DRAMM It ETCHER
Corner Column Slab on Grade Configuration: Platform 24X65
Loads
SLAB ELEVATION
Base Plate
B= 14.00 in
D= 14.00 in
Live Load Reduction Coef (phi) = 1.00
wldth=a= 8.00 in
depth=b= 8.00 in
Axlal DL= 1,538 lb Pseismic=E= 1,006 lb
Axial LL= 12,813 lb
DL+LL= 14,350 lb
LOAD CASE #1: 1.2DL+1.6LL, ACSE 7-10, Sec 2.3.2, eqtn #2
Puncture
Pu= 1.2*PDL + 1.6*PLL
= 22,345 lb
Apunct= [(c+t)+(e+t)]*2*t
= 408 in"2
Slab Bending
Beam fixed at one end, free to deflect vertically but not rotate at other end
Asoil= (Pu*144)/(fsoil) L= (Asoil)"0.5
= 3,218 ln"2
X= (L-y)/2
= 56.72 in
M= w*x"2/6
Bmepfqfo etAn Yftw
= 16.9 in
Fb= 5*(phi)*(rc)"0.5
= 205.55 psi
= (fsoil*x"2)/(144*6)
= 329.1 in-lb
LOAD CASE #2: 1.2DL+l.0E+1.0LL, ACSE 7-05, SEC 2.3.2. eqtn #5
Puncture
Pu= 1.2*PDL + 1.0E + 1.0*PLL
= 15,663 lb
Apunct= [(c+t)+(e+t)]*2*t
= 408 ln"2
Slab Bending
Beam fixed at one end, free to deflect vertically but not rotate at other end
Asoll= (Pu*144)/(fsoil) L= (Asoil)"0.5
= 2,255 in"2
X= (L-y)/2
= 12.2 in
Fb= 5*(phl)*(rc)"0.5
= 205.55 psi
= 47.49 in
M= w*x"2/6
= (fsoil*x"2)/(144*6)
= 173.6 in-lb.
38 of42
Pr<!lect l:I: V-062821-3
Existing S.O.G. Concrete
re= 4,ooo psi
tslab=t= 6.0 in
phi=0= 0.65
Soil Bearing Capacity
!soil= 1,000 psf
eff. baseplate width=c= 11.00 in
eff. baseplate depth=e= 11.00 In
Fpunct= 2.66*phi*sqrt(rc)
= 109.4 psi
fv/Fv= Pu/(Apunct*Fpunct)
DL= 15 psf
LL= 125 psf
Trib Area= 103 ft" 2
0.50 OK
y= (c*e)"0.5 + t*2
= 23.0 in
s-slab= 1 *t" 2/6
= 6.0 ln"3
fb/Fb= M/(S-slab*Fb)
0.27 OK
Fpunct= 2.66*phi*sqrt(rc)
= 109.4 psi
fv/Fv= Pu/(Apunct*Fpunct)
0.35 OK
y= (c*e)"0.5 + t*2
= 23.0 in
5-slab= 1 *t" 2/6
= 6.0 in"3
fb/Fb= M/(5-slab*Fb)
0.14 OK
23142 Arroyo Vista Roncho Sontc Morgorlto, CA 92688 Tel: 949.888.8850 Fox: 949.888.8851
By: AA Prqject: DRAMM & ETCHER
Design Specifications Configuration: Typical Stair System
1) Toe analyses presented herein confo,ms to the requirements of the 2019 CBC
2) Stringer steel Fy= 36000 psi
Tread steel Fy= 36000 psi
Post steel Fy= 50000 psi
Handrail steel Fy= 50000 psi
3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations.
4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed
in shop, with no field welding allowed other than those supervised by a licensed deputy inspector.
Design Loads
Exit Facility LL= 100 psf
Framing DL= 10 psf
Configuration
72
Sttinget
Tte;icl
Run
207in
Typical Stair Elevation
Page of
39 of42
Prqject #: V-062821-3
Ri5e
132 in
23142 Arroyo Vista Rancho Sonta Margarita, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851
By: AA
Tread & Connection
Tread must resist 300 lb point load
Bending
Project. DRAMM & ETCHER
Tread= 11" x 1/8" Diamond Plate
Fy= 36,000 psi
P= 300tb
M= P*l/4
= 2,700 psi
S= 1.050 in"3
Connection
Shear=R= P
= 300Ib
Stringer & Connection
Stringer must resist uniform load
Stringer= MClOxB.4
Ix= 32.00 ln"4
Sx= 6.40 in"3
Bending
Connection
DL= 10 psf
LL= 100 psf
Fy= 36,000 psi
M= w * L"2/8
= 104,012 psi
Shear=R= w * l/2
= 1691Ib
L= 36in
Fb= 0.6 * Fy
= 21,600 psi
fb/Fb= (M/S)/Fb
= 0,12
N=# Bolts= 2
Bolt Diam= 0.375 in
tmin= 0.1375 in
Rlse= 132 In
Run= 207 in
OK
Tread Length=L= [Rlse"2 + Run"2]"0.5
= 246 In
Support at Ctr= No
Eff L= 246.0 in
Fb= 0.6 * Fy
= 21,600 psi
fb/Fb= (M/Sx)/Fb
= 0.75
N=# Bolts= 2
Bolt Diam= 0.500 in
tmin= 0.1375 in
OK
Page
Prqject #: V-062821-3
Deflection
I= 4.560 in"4
E= 29,000,000 psi
D= PL"3/(48*E*I)
= 0.002 in
Dallow=l/ 240
= 0.150in
Fv= 10 ksi
Fu= 58 ksi
Shear capacity= N * Bolt Area * Fv
= 2,209 lb OK
Bearing capacity= N * Bolt Diam * tmln * 1.2 * Fu
= 7,178 lb OK
Trib Width= Tread Length/2
= 1.5 ft
W= (LL + DL) * Trib Width
= 165.0 plf
Deflection
E= 29,000,000 psi
D= 5 * w * L"4/(384*E*I)
= 0.707 In
Dallow=lj 240
Fv= 10 ksi
Fu= 58 ksi
= 1,02Sin OK
Shear capacity= N * Bolt Area * Fv
= 3,927 lb OK
T MC10x8.4
J_
Bearing capacity= N * Bolt Diam * tmin * 1.2 * Fu
= 9,5701b OK
of
40 of42
23142 Arroyo Vista Rancho Santa Margartt-a, CA 92688 Tel: 949.888.8850 Fax: 949.888.8851
By: AA Prqject: DRAMM & ETCHER
Post & Handrail
Post & Handrail designed to resist 200 lb point load
Post
P= 200Ib
Post= TS 1.5 x 14 ga
Height=H= 42.0 in
S= 0.183 In
Fy= 50,000 psi
M= P*H/2
= 4,200 In-lb
Post To Baseplate Connection
Post Is welded directly to the baseplate with all around 1/8" fillet weld
Baseplate to Floor Connection
Mbase= 4,200 in-lb
d= 4 In
Toolt= Mbase/d
= lOSOlb
Fv= 21,000 psi
Vallow (3/8")"2*pi/4 * Ft
= 2,319 lb
Handrail/Guardrail
' 1/Z"
OK
Fb= 0.6 * Fy
Fb= 0.6 * Fy
= 30,000 psi
fb/Fb= (M/5)/Fb
= 0.77
1-1/2"',M/2"1 IMA
11/X' 1ii/'1",1/t!/' ""41flf".
7/.'6" (I
Handrail= TS 1.5 x 14 ga
Length=L= 72.0 in = 30,000 psi
S= 0.183 in
Fy= 50,000 psi
P= 200 lb
M= P*L/4
= 3,600 in-lb
fb/Fb= (M/S)/Fb
= 0.66
OK
Page
D
of
41 of42
Project#: V-062821-3
OK □ ·r
H
Post Elevation
L
+ p
Rail Elevation
...
7/15/2021 U.S. Seismic Design Maps
OSHPD
1911 Palomar Oaks Way, Carlsbad, CA 92008, USA
Latitude, Longitude: 33.1244575, -117.2906655
·'"
~
;-;===-'--=====;..:::===-=-....:----=========c.;:.;;;;:::;...'-'-'-.;.:__··..2-' _t___ .... . . '·' i I ~:::gn Code Reference Document
I Risk Category
!site Class --
jType Value
l Ss 1.008
I
I S1 0.366
; SMs 1.21 I j SM1 null -See Section 11.4.8 I Sos 0.806
I So1 null-See Section 11.4.8
Type Value
soc null -See Section 11.4.8
Fa 1.2
Fv null -See Section 11.4.8
PGA 0.442
FPGA 1.2
PGAM 0.53
TL 8
j SsRT 1.008
j SsUH 1.124
I I SsD 1.5
; S1RT 0.366
I S1UH 0.404
I I S1D 0.6
i PGAd 0.5
7/15/2021, 1:57:01 PM
ASCE7-16
II
D -Defaull\See Section 11.4.3}
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period}
Site-modified spectral acceleration value
Site-modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
' I
I
I .• _J
Description
Seismic design category
Site amplification factor at 0.2 second
Site ampliflcatlon factor at 1.0 second
MCE0 peak ground acceleration
Sile amplification factor at PGA
Site modified peak ground acceleration
Long-period transition period In seconds !
I Probabilistic risk-targeted ground motion. (0.2 second) l
Factored uniform-hazard (2% probability of exceedance In 50 years} spectral acceleration 1'
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk-targeted ground motion. (1.0 second} I
Factored uniform-hazard (2% probability of exceedance in 50 years} spectral acceleration. I
Factored deterministic acceleration value. (1.0 second) I
i 0.897 : CRs I CR1 0.907
F •"""" oom~l,lsllo '"""'•Hoo w l,a. (Poak G=od ,.,.,, • .,,) I
_______________ :_:_:_::_:_:_:_l~_:_:_:_:_:_:_::_:_:_o_:_:_::_:_:: ;~:;:~;_:od_f 1s 8 -· ___________________ _,
https://seismicmaps.org 42 of 42 1/2
Building Permit Number: CBC2021-0283
{city of
Carlsbad
Community & Economic Development
COMMUNITY FACILITIES DISTRICT
NON-RESIDENTIAL
NON-RESIDENTIAL CERTIFICATE: Non-residential land owner, please read this option
ca refully and be sure you t horoughly understand before signing. The optio n you choose will
affect your payment of the developed Special Tax assessed on your property. This option is
available only at the time of the first build ing permit issuance. Property owner signature is
required before permit issuance. Your signature confirms the accuracy of all information shown
below.
RELECO LLC (760) 438-5548
Name of Owner Telephone
1251 Quail Gardens Dr 1911 Palomar Oaks Way
Address
Encinitas, CA 92024-iego
Project Address
Carlsbad, CA 92008-6511
City, State
2120910800
Zip
Assessor Parcel Number (APN)
~l~-O'i/-<J?-oo NA .:....:;,;_.c..,_, ____ _
Lot Number I mprovement Are,
05/07/1991
Annexation Date
City, State Zip
INDUSTRIAL -COMMERCIAL BUSINESS PARK
Land Use Type
$0.30 1,440.00 2022
Factor Square Feet Fiscal Year
As cited by Ordinance No. NS-155 and adopted by the City of Carlsbad, Ca lifornia, t he City is
authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential
property, upon the issuance of a building permit, shall have the opt ion to (1) pay the SPECIAL
DEVELOPMENT TAX ONE TIME or (2) assume t he ANNUAL SPECIAL TAX -DEVELOPED
PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by
initialing t he appropriate line below:
OPTION (1): I elect to pay the SPECIAL TAX -ONE TIME now, as a one-time payment.
Amount of One-Time Special Tax: $435.74 ____ ....;.._ __ _ Owner's Initials 4C
OPTION (2): I elect to pay the SPECIAL DEVELOPM ENT TAX ANNUALLY for a period not to exceed
twenty-five (25) years.
Maximum Annua l Special Tax: Owner's Initials __ _
I DO HEREBY CERTIFY UNDER PENALTY OF PERJURY THAT THE UNDERSIGNED IS THE PROPERTY
OWNER OF THE SUBJECT PROPERTY AND THAT I UNDERSTAND AND WILL COMPLY WITH THE
PROVISION AS STATED ABOVE.
Title
'i-lf-c
Print Name Date
8 -32 Page 1 of 1
{'city of
Carlsbad
CERTIFICATION OF SCHOOL FEES PAID
This form must be completed by the City, the applica nt, and the appropriate school districts and returned to the City
prior to issuing a building permit. The City will not issue any building permit without a completed school fee form.
Project # & Name:
Permit#:
Project Address:
Assessor's Parcel#:
Project Applicant:
(Owner Na me)
DRAMM ECHTER FARMS
CBC2021-0283
1911 PALOMAR OAKS WAY
2120910800
RELECO LLC
Residential Square Feet:
New/Additions: -------------------
Second Dwelling Unit: -------------------
Commer c i a I Square Feet:
New/Additions: 1,440 New Mezzanine
City Certification:City of Carlsbad Building Division Date: 03/24/2022
Certification of ApplicanUOwners. The person executing this declaration ("Owner'')
certifies under penalty of perjury that (1) the information provided above is correct and true
to the best of the Owner's knowledge, and that the Owner will file an amended
certification of payment and pay the additional fee if Owner requests an increase in the
number of dwelling units or square footage after the building permit is issued or if the
initial determination of units or square footage is found to be incorrect, and that (2) the
Owner is the owner/developer of the above described project(s), or that the person
@ Carlsbad Unified School District
6225 El Camino Real
Carlsbad CA 92009
Phone: (760) 331 -5000
D Encinitas Union School District
101 South Rancho Santa Fe Rd
Encinitas, CA 92024
Phone: (760) 944-4300 x1166
D San Dieguito Union H.S. District
684 Requeza Dr.
Encinitas, CA 92024
Phone: (760) 753-6491 Ext 5514
(By Appt. Only)
D San Marcos Unified Sch. District
255 Pico Ave Ste. 100
San Marcos, CA 92069
Phone: (760) 290-2649
Contact: Katherine Marcelja
(By Appt.only)
D Vista Unified School District
1234 Arcadia Drive
Vista CA 92083
Phone: (760) 726-2170 x2222
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS
FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED.
The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or
owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has
paid all amounts or completed other applicable school mitigation determined by the School District. The City may
issue building permits for this project.
Signature of Authorized School District Official: '\)Q.. n ~ -.,_,..,._ C~J µjlQ
Le_ Gu.A/\ VY'~J
Title: S '>\.. (V ii"\ V'\. ~C~½'.\~ Date: S -as--¢,Od:'Jl.
Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone:') fa o Z> 3 { -::;-CC()
6225 EL CAMINO ~EAL
Community & EconomiSti\lSSMo~9aO~uilding Division
1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov
OFFICE USE ONLY SAN DIEGO REGIONAL
HAZARDOUS MATERIALS
QUESTIONNAIRE
RECORD ID # ___________________ 1 PLAN CHECK # ___________________ 1
Business Name
Releco LLC
Business Contact
Robert Echter
Telephone#
760-310-4774
BP DATE
Project Address (include suite)
1911 Palomar Oaks Way
City
Carlsbad
State
CA
Zip Code
92024
APN#
212-091-08-00
Mailing Address (include suite)
1911 Palomar Oaks Way
City
Carlsbad
State
CA
Zip Code
92024
Plan File#
CBC2021-0283
Project Contact
Robert Echter
Applicant E-mail
bechter@drammechter.com
Telephone#
760-310-4774
The following questions represent the facility's activities, NOT the specific project description.
PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: (not required for projects within the City of San
Diego): Indicate by circling the item. whether your business will use, process, or store any of the following hazardous materials. If any of the items are circled,
applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal.
Occupancy Rating: Facility's Square Footage (including proposed project):
5. Organic Peroxides 9. Water Reactives 13. Corrosives 1. Explosive or Blasting Agents
2. Compressed Gases 6. Oxidizers 10. Cryogenics 14. Other Health Hazards
3. Flammable/Combustible Liquids 7. Pyrophorics 11. Highly Toxic or Toxic Materials 15. None of These.
4. Flammable Solids 8. Unstable Reactives 12. Radioactives
PART II: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMENTAL HEAL TH -HAZARDOUS MATERIALS DIVISION (HMD): If the answer to any of the
questions is yes, applicant must contact the County of San Diego Hazardous Materials Division, 5500 Overland Avenue, Suite 170, San Diego, CA 92123.
Call (858) 505-6700 prior to the issuance of a building permit.
FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy:
1.
2.
3.
4.
5.
6.
7.
8.
YES NO
D ~ D ~
D ~
D
D D D
D j
(for new construction or remodeling projects)
Is your business listed on the reverse side of this form? (check all that apply).
Will your business dispose of Hazardous Substances or Medical Waste in any amount?
Will your business store or handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500
pounds and/or 200 cubic feet?
Will your business store or handle carcinogens/reproductive toxins in any quantity?
Will your business use an existing or install an underground storage tank?
Will your business store or handle Regulated Substances (CalARP)?
Will your business use or install a Hazardous Waste Tank System (Title 22, Article 10)?
Will your business store petroleum in tanks or containers at your facility with a total facility storage capacity equal to
or greater than 1,320 gallons? (California's Aboveground Petroleum Storage Act).
0 CalARP Exempt
I
Date Initials
0 CalARP Required
I
Date Initials
0 CalARP Complete
I
Date Initials
PART Ill: SAN DIEGO COUNTY AIR POLLUTION CONTROL DISTRICT (APCD): The following questions are intended to identify the majority of air pollution
issues at the planning stage. Your project may require additional measures not identified by these questions. Some residential projects may be exempt from APCD
requirements. If yes is answered for either questions 1, 2 or 5 or for more comprehensive requirements, please contact APCD at apcdcomp@sdcounty.ca.qov;
(858) 586-2650; or 10124 Old Grove Road, San Diego, CA 92131.
YES NO
1. 0 lit Will the project disturb 100 square feet or more of existing building materials?
2. D i!'J.. Will any load supporting structural members be removed?
3. 0 0 (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey been performed by an individual that has passed an EPA-approved
building inspector course?
4. D D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Based on the survey results, will the project disturb any asbestos containing material? If yes, a
notification may be required at least 10 working days prior to commencing asbestos removal. Additionally, a notification may be required prior to
the removal of a load supporting structural member(s) regardless of the presence of asbestos.
5. 0 O'l Will the project or associated construction equipment emit air contaminants? See the reverse side of this form for typical equipment requiring an
APCD permit. If yes, contact APCD prior to the issuance of a building permit.
6. D O (ANSWER ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school
bounda ?
Briefly describe business activities:
Wholesale Flower Sales
Briefly describe proposed project:
1,600 ft2 storage platform
FOR OFFICAL USE ONLY:
+ Date
FIRE DEPARTMENT OCCUPANCY CLASSIFICATION: ________________________________ _
BY· DATE· I I
EXEMPT OR NO FURTHER INFORMATION REQUIREO RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY
COUNTY-HMO' APCD COUNTY-HMO APCD COUNTY-HMO APCD
.. *A stamp In this box only exempts businesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply
HM-9171 (9/18) County of San Diego -DEH -Hazardous Materials Division
........ ·~---------------------------------------, Development Services
Building Division
C cityof
Carlsbad
CLIMATE ACTION PLAN
CONSISTENCY CHECKLIST
8-50 8 1635 Faraday Avenue
(760) 602-2719
www.carlsbadca.gov
1-17·'-1..
PU RPOSE ~ ~ /f"G /lfe S'A'!lr r-ul~ CAAU,/,f,ll Cc,~"( .. ,~
:j)~",.,.,,..,f .D,trl P,c.jf.r.;( u,{v.t. < N J.ook. '8-So .£,'t'.f
This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements111h'/.u
apply to their project. This completed checkli st (B-50) and summary (B-55) must be included with the building permit 7
application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on
the provided links to each municipal code section.
NOTE: The following type of permits are not required to fill out this form
❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool
Consu ltation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate
certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy
compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified
ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen
Inspector/Plans Examiner, or Green Building Residential Plan Examiner.
If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance,
check N/A and provide an explanation or code section describing the exception.
Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The
project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and
Green Code sections.
Project Name/Building
Permit No.: plan check CBC2021-0283 BP No.:
Property AddresS/APN: 1911 Palomar Oaks Wav. Carlsbad CA 92024
Applicant Name/Co.: Robert Echter
Applicant Address: 1911 Palomar Oaks Way Carlsbad CA 92008
Contact Phone: 760-310-4774 Contact Email: bechte
Contact information of person completing this checklist (if different than above):
Name: Robert Echter Contact Phone: 760-310-4774
00
chter.com
Company
name/address: 1911 Palomar Oaks Way, Carlsba1 Contact Email: bechter@drammechter.com
Applicant Signature: __ ~_-,,,,::::,,£_..,,c._£2_ _________ .0ate, 07? :2-
8-50 Page 1 of 7 Revised 04/21
_.
Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For
alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet.
Building Permit Valuation (BPV) $ breakdown -'--7..::.8,:..c8..::.5.::..5 _____ _
COIIIWCllenType
0 Residential
D New construction
D Additions and alterations:
D BPV < $60,000
D BPV ~ $60,000
D Electrical service panel upgrade only
D BPV ~ $200,000
Ii] Nonresidential
D New construction
D Alterations:
D BPV ~ $200,000 or additions 2! 1,000
square feet
D BPV ~ $1,000,000
D ~ 2,000 sq. ft. new roof addition
1. Energy Efficiency
A high-rise residential building is 4 or more stories, including a
Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor
area is residential use
2A*, 3A*, 1B, 2B, *Includes detached, newly constructed ADU 4A*, 3B,4A
NIA NIA All residential additions and alterations
1A,4A 4A 1-2 family dwellings and townhouses with attached garages
only.
*Multi-family dwellings only where interior finishes are removed
1A, 4A* 1B, 4A* and significant site work and upgrades to structural and
mechanical, electrical, and/or plumbing systems are proposed
1 B, 2B, 3B, 4B and 5
1B, 5
1B,2B,5 Building alterations of~ 75% existing gross fioor area
2B,5 1 B also applies if BPV 2! $200,000
Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code (CAL Green) for more
information. Appropriate details and notes must be placed on the plans according to selections chosen in the design.
A D Residential additionoralterationo!'.$60,000buildingpennitvaluation. □ N/A __________ _
Details of selection chosen below must be placed on the plans referencing CMC □ Exception: Home energy score~ 7
18.30.190. (attach certification)
Year Built Single-family Requirements Multi-family Requ irements
□ Before 1978 Select one option:
□ Ductsealing □ Attic insulation □Cool roof □ Attic insulation
□ 1978 and later Select one option:
□ Lighting package □ Water heating Package
□ Between1978and1991 Select one option:
□ Ductsealing □ Attic insulation □Cool roof
□ 1992 and later Select one option:
□ Lighting package □ Water heating package
Updated 4/16/2021 3
. .
Conveyor & Storage Solutions, Inc.
401 0 Morena Blvd, Ste 103, San Diego, 619-255-1428
2030 East 4th St, Ste 203-E, Santa Ana, 714-769-6388
2000A S Grove Ave, Ste 107, Ontario 877-227-7235
C.L.#730010
www.cssyes.com
Optimizing your Warehouse for Success.
Proposal # 21-M065
Date:
Sales Rep:
Email:
Proposal Valid:
May 14, 2021
Martin Olsen
Martin@cssyes.com
15 Days
Customer Dramm & Echter Ship To Dramm & Echter
Address 1150 Quail Gardens Drive 1150 Quail Gardens Drive
Encinitas, CA 92024 Encinitas, CA 92024
Contact Bob Echter Contact Bob Echter
Phone 760.310.4774 Phone 760.310.4774
Email bechter@dram mechter. com
Quantitv Description Unit Price Ext. Price
1 New AMFI Mezzanine 65'-0" Wide x 23-0" Deep x 11 '-0" TOD $60,500.00 $60,500.00
Handrail : 86 Lin. Ft. 42" tall guard rail with 14 ga. x 4" kick plate
(IBC Approved) Staircases: 1 ea. IBC Style 7" x 11" 36" Tread
1,511 Sq. Ft. : ¾" Wood deck over 1 ½" Corrugated decking
Gate : 1 ea. 8'-0" Double Swing gate
Columns: 10" x 10"x 1/4" Square Tube
Base plates : 16" Square Base plates
Beams: Wide Flange I-Beams 16"-10" Tall
Bracing: : Knee brace
Seismic Zone : IV
Sub Total $60,500.00
Other Items
Labor to Install (See terms/conditions of 'Attachment S'), OSHA Trained
Customer to supply forklift for installation
Scissors Lift Rental
Freight, FOB Origin, Prepaid (customer to supply forklift to unload materials)
Permit Package & Submittal Process, Includes Structural Engineering Cales
Payment Method: ACH, Wire Transfer, or E-Check
Finance options available over $5,000. Ask your associate for details.
If paying by credit card, a 3% convenience fee will apply
Payment Terms: 50% Down Net on Receipt
Terms & Conditions: See Attached Payment Agreement (Page 2)
Date Available: Est 6-7 week lead time to deliver
Notes:
Approved by (Print Name) Signature
SUB TOTAL
Sales Tax
Convenience fee
GRAND
Cancellation: Buyer subject to all costs directly resulting from cancellation, and will require written confirmation from Seller
Price
$11 ,400.00
$650.00
$1 ,500.00
Not Included
$74 050.00
$4,805.00
$0.00
$78 855.00
Date
...
8. [j] Nonresidential* new construction or alterations~ $200,000 building pennit valuation,
or additions~ 1,000 square feet. See CMC 18.21.155 and CALGreen AppendixA5 □ N/A
A5.203.1.1 Choose one:□ .1 Outdoor lighting D .2 Restaurant service water heating (CEC 140.5)
□ .3 Warehouse dock seal doors. □ .4 Daylight design PAFs □ .5 Exhaust air heat recovery □ N/A
AS.203.1 .2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical)
D .90 Energy budget (Projects with indoorlightingAND mechanical) □ N/A
A5.211.1** D On-site renewable energy:
□ N/A
A5.211.3** □ Green power. (If offered by local utility provider, 50% minimum renewable sources)
□ N/A
A5.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators)
□ N/A
A5.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen)
□ N/A
* Includes hotels/motels and high-rise residential buildings
** For alterations?: $1,000,000 BPV and affecting> 7 5% existing grossffoorarea, OR alterations that add 2,000 square feet of new roofaddition: comply
with CMC 18.30.130 (section 28 below) instead.
2. Photovoltaic Systems
A. D Residential new construction (for low-rise residential building pennit applications submitted after 1/1/20). Refer to 2019 California
Energy Code section 150.1(c)14 for requirements. If project includes installation of an electric heat pump water heater pursuant to
CAP section 38 below (low-rise residential Water Heating}, increase system size by .3kWdc if PV offset option is selected.
Floor Plan ID (use additional CFA #d.u. Calculated kWdc*
sheets if necessary)
Total System Size:
kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.)
*Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type
If proposed system size is less than calculated size, please explain.
kWdc
Exception
□
□
□
□
B. D Nonresidential new construction or alterations ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases
roof area by ~2,000 square feet. Please refer to CMC 18.30.130 when completing this section. *Note: This section also applies to
high-rise residential and hotel/motel buildings.
Choose one of the following methods:
□ Gross Floor Area (GFA)Method
GFA:
□ If< 10,000s.f. Enter: 5 kWdc
Min.System Size:
□ If ~ 10,000s.f. calculate: 15 kWdc x (GFN10,000) **
kWdc
**Round building size factor to nearest tenth, and round system size to nearest whole number.
Updated 4/ I 6/2021 4
" .
□Time-Dependent Valuation Method
Annual TDV Energy use:*** ______ x .80= Min. system size:. ______ kWdc
*** Attach calculation documentation using modeling software approved by the California Energy Commission.
3. Water Heating
A D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section.
Provide complete details on the plans.
D For systems serving individual dwelling units choose one system:
D Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise
residential only)
D Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise
residential hotel/motel) or CA Energy Code section 150.1 (c) 14 (low-rise residential)
D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher
D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors
D Exception:
D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following:
D Gas or propane water heating system
D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low-
rise residential)
D Solar water heating system that is either:
D .20 solar savings fraction
D .15 solar savings fraction, plus drain water heat recovery
D Exception:
B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide
complete details on the plans.
D Water heating system derives at least 40% of its energy from one of the following {attach documentation):
D Solar-thermal D Photovoltaics D Recovered energy
D Water heating system is (choose one):
D Heat pump water heater
D Electric resistance water heater(s)
□Solar water heating system with .40 solar savings fraction
□ Exception:
It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to
demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a
performance approach to comply with energy-related measures will need to attach to this checklist separate calculations
and documentation as specified by the ordinances.
Updated 4/ 16/2 I 5
. . .
·1 4. Electric Vehicle Charging
A D Residential New construction and major alterations*
Please refer to CMC 18.21.140 when completing this section.
□ One and two-family residential dwelling or townhouse with attached garage:
□ One EVSE Ready parking space required □ Exception :
□ Multi-familyresidential· □ Exception ·
Total Parking Spaces EVSE Spaces
Proposed EVSE (10% of total) Installed (50% of EVSE) Other "Ready" I Other "Capable"
I
Calculations: Total EVSE spaces= .10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE
Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable"
*Major alterations are: ( 1 )foroneand two-family dwellings and townhouses with attached garages, alterations have a building permit
valuation2!$60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached
garages), alterations have a building permit valuation 2: $200,000, interior finishes are removed and significant site work and upgrades to
structural and mechanical, electrical, and/or plumbing systems are proposed.
*ADU exceptions for EV Ready space (no EV ready space required when):
(1) The accessory dwelling unit is located within one-half mile of public transit.
(2) The accessory dwelling unit is located within an architecturally and historically significant historic district.
(3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure.
(4) When on-street parking permits are required but not offered to the occupant of the accessory dwelling unit.
(5) When there is a car share vehicle located within one block of the accessory dwelling unit.
B. D Nonresidential new construction (includes hotels/motels) □ Exception: ____________ _
Please refer to CMC 18.21.150 when completing this section
Total Parking Spaces
Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable"
I I I
Ca lculation: Refer to the table below:
Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces
D 0-9 1 1
□ 10-25 2 1
□ 26-50 4 2
□ 51-75 6 3
□ 76-100 9 5
D 101-150 12 6
□ 151-200 17 9
□ 201 andover 10 percent of total 50 percent of Required EV Spaces
Calculations: Total EVSE spaces= . 10 x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed = Total EVSE
Spaces x .50 (rounded up to nearest whole number) EVSE other may be "Ready" or "Capable"
Updated 4/16/202 1 6
5. li]Transportation Demand Management (TOM): Nonresidential ONLY
An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT.
City staff will use the table below based on yoursubmitted plans to determinewhetherornoryourpermit requires a TOM plan. lfTDM is applicable to your
permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details.
Acknowledgment:
Employee ADT Estimation for Various Commercial Uses
Use
Office (all)2
Restaurant
Retai'3
Industrial
Manufacturing
Warehousing
Emp ADTfor
first 1,000 s.f.
20
11
8
4
4
4
EmpADTI
1000 s.f.1
13
11
4.5
3.5
3
1
1 Unless otherwise noted, rates estim ated from /TE Trip
Generation Manual, 1 ()th Edition
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 calculatjons:
Office: 20,450 sf
1. 20,450 sf/ 1000 x 20 = 409 Employee ADT
Retail: 9,334 sf
1. First 1,000 sf= 8 ADT
2. 9,334 sf -1,000 sf= 8,334 sf
3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT
I acknowledge that the plans submitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should
my permit require a TOM plan and underst hat an approved TOM plan is a condition of permit issuance.
Date: 1/19 /2 :2 ~,
Person other than plicant to be contacted for TOM compliance (if applicable):
Name (Printed): Phone Number:. _____ _
Email Address: ___________________ _
Updated 4/16/2021 7
. .
Conveyor & Storage Solutions, Inc.
4010 Morena Blvd, Ste 103, San Diego, 619-255-1428
2030 East 4th St, Ste 203-E, Santa Ana, 714-769-6388
2000A S Grove Ave. Ste 107, Ontario 877-227-7235
C.L.#730010
www.cssyes.com
Optimizing your Warehouse for Success.
Proposal# 21-M065
Date:
Sales Rep:
Email:
Proposal Valid:
May 14, 2021
Martin Olsen
Martin@cssyes.com
15 Days
Customer Dramm & Echter Ship To Dramm & Echter
Address 11 50 Quail Gardens Drive 11 50 Quail Gardens Drive
Encinitas, CA 92024 Encinitas, CA 92024
Contact Bob Echter Contact Bob Echter
Phone 760.310.4774 Phone 760.310.4774
Email bechter@drammechter.com
Quantity Description Unit Price Ext. Price
1 New AMFI Mezzanine 65'-0" Wide x 23-0" Deep x 11 '-0" TOD $60,500.00 $60,500.00
Handrail : 86 Lin. Ft. 42" tall guard rail with 14 ga. x 4" kick plate
(I BC Approved) Staircases : 1 ea. I BC Style 7" x 11 " 36" Tread
1,511 Sq. Ft. : ¾" Wood deck over 1 ½" Corrugated decking
Gate : 1 ea. 8'-0" Double Swing gate
Columns : 1 0" x 1 0"x 1 /4" Square Tube
Base plates : 16" Square Base plates
Beams: Wide Flange I-Beams 16"-10" Tall
Bracing: : Knee brace
Seismic Zone: IV
Sub Total $60,500.00
Other Items
Labor to Install (See terms/conditions of 'Attachment S'), OSHA Trained
Customer to supply forklift for installation
Scissors Lift Rental
Freight, FOB Origin, Prepaid (customer to supply forklift to unload materials)
Permit Package & Submittal Process, Includes Structural Engineering Cales
Payment Method: ACH, Wire Transfer, or E-Check
Finance options available over $5,000. Ask your associate for details.
If paying by credit ca rd, a 3% convenience fee will apply
Payment Terms: 50% Down Net on Receipt
Terms & Conditions: See Attached Payment Agreement (Page 2)
Date Available: Est 6-7 week lead time to deliver
Notes:
Approved by (Print Name) Signature
SUB TOTAL
Sales Tax
Convenience fee
GRAND
Cancellation: Buyer subject to all costs directly resulting from cancellation, and will require written confirmation from Seller
Price
$11,400.00
$650.00
$1 ,500.00
Not Included
$74 050.00
$4,805.00
$0.00
$78 855.00
Date
1/18/22
ADT calculations
Adding 1,511 ft2 mezzanine
ADT calculation of 1 ADT per 1,000 ft2 time 1,511 ft2 =
1.5 ADT added
.. -·•--.-,------------------------------------------------..
C City of
Carlsbad
CLIMATE ACTION PLAN (CAP) COMPLIANCE
CAP Building Plan
Template
8-55
Development Services
Building Division
1635 Faraday Avenue
760-602-2719
www .ca rlsbad ca .gov
The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California
Green Building Standards Code (CALGreen), current version. Use this form to summarize all applicable CAP measures for your project. IF CAP
MEASURES ARE APPLICABLE, IMPRINT THIS COMPLETED FORM ONTO PROJECT PLANS.
1. ENERGY EFFICIENCY APPLICABLE: □YES □ NO
Complies with CMC 18.30.190
& 18.21.155 O Yes O N/A
Existing Structure, year built: _1_9_97 ___ _
Prepared Energy Audit? O Yes D No
Energy Score: _____ _
Efficiency Measures included in scope:
2. PHOTOVOLTAIC SYSTEM APPLICABLE: □YES □ NO
Complies with CMC section 18.30.130 and 2019 Ca lifornia Energy
Code section 150.l(c)l4 D Yes D N/A
Required Provided
Size of PV system (kWdc):
Sizing PV by load calculations 0Yes 0 No
If by Load Calculations:
Total calculated electrical load:
80% of load:
Hardship Requested
Hardship Approved
0 Yes ~ □Yes □No
3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: □ YES □NO
4.
5.
Complies with CMC sections 18.30.150
O Yes O N/A and 18.30.170?
Alternative Source:
□ Electric
□ Passive Solar
Hardship Requested
Hardship Approved
D Yes
o ves
ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: □ YES
Complies with CMC
section 18.21.140?
Panel Upgrade?
Total EV Parking Spaces:
No. of EV Capable Spaces:
No. of EV Ready Spaces:
No. of EV Installed Spaces:
Hardship Requested
Hardship Approved
Oves O N/A
OYes O No
Required Provided
0 Yes
□Yes
TRAFFIC DEMAND MANAGEMENT APPLICABLE:
Compliant?
TDM Report on file with city?