HomeMy WebLinkAbout2800 WHIPTAIL LOOP; ; CBC2024-0141; PermitPrint Date: 05/15/2025
Building Permit Finaled
Commercial Permit
CBC2024-0141Permit No:
Job Address:
Permit Type:
Parcel #:
Valuation:
Occupancy Group:
2800 WHIPTAIL LOOP, CARLSBAD, CA 92010-6751
BLDG-Commercial
2091203000
$0.00
Work Class:
Lot #:
Project #:
Tenant Improvement
Status:
Applied:
Issued:
05/09/2024
07/03/2024
Finaled Close Out:05/15/2025
#of Dwelling Units:
Track #:
Plan #:
Closed - Finaled
Plan Check #:
Orig. Plan Check #:Bathrooms:
Final Inspection:08/12/2024Bedrooms:Construction Type:
Occupant Load:
Code Edition:
Sprinkled:
INSPECTOR:Alvarado, Tony
ATX NETWORKS: INSTALLATION OF 161'-8" LF OF PRE-FABRICATED STORAGE RACKS. (E-REVIEW)Description:
Project Title:
Applicant: EDGAR PARRA
8963 COMPLEX DR, # E
SAN DIEGO, CA 92123-1416
(626) 315-2621
Property Owner: GATEWAY PACIFIC VISTA LLC
300 N LAKE AVE, # STE 620
PASADENA, CA 91101-4120
AMOUNTFEE
BUILDING PLAN CHECK $407.32
BUILDING PLAN REVIEW – MINOR PROJECTS (LDE)$197.00
BUILDING PLAN REVIEW – MINOR PROJECTS (PLN)$104.00
FIRE S Occupancies < 50,000sq. ft. TI $471.00 SB1473 – GREEN BUILDING STATE STANDARDS FEE $1.00
STORAGE RACKS > 8 FT HIGH $626.64
Total Fees:$1,806.96 Total Payments To Date:$1,806.96 Balance Due:$0.00
Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these
fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the
protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their
imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this
project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the
statute of limitation has previously otherwise expired.
1635 Faraday Avenue, Carlsbad CA 92008-7314 ï 442-339-2719 ï 760-602-8560 f ï www.carlsbadca.gov
Building Division Page 1 of 1
{"Cityof
Carlsbad
( City of
Carlsbad
Job Address 2800 Whiptail Loop
COMMERCIAL
BUILDING PERMIT
APPLICATION
8-2
Plan Check
Est. Value
PC Deposit
Date
Suite: C6 APN:
---------
-----------------
Tenant Name#: ATX Networks Lot#: Year Built: --------------------------------
Year Built: __ _ Occupancy: __ _ Construction Type: __ _ Fire sprinklers:@'ESQ NO A/C:Q YESQ NO
BRIEF DESCRIPTION OF WORK: Installation of pre-fabricated storage racks
D Addition/New: ____________ New SF and Use, __________ New SF and Use
______ SF Deck, SF Patio Cover, SF Other (Specify) ___ _
~Tenant Improvement: 14,819 SF, Existing Use: _______ Proposed Use: ______ _
_____ SF, Existing Use: Proposed Use: ______ _
D Pool/Spa: _____ SF Additional Gas or Electrical Features? ____________ _
D Solar: ___ KW, ___ Modules, Mounted: 0 Roof 0 Ground
D Re roof: ___________________________________ _
D Plumbing/Mechanical/Electrical
D Other:------------------------------------
APPLICANT {PRIMARY CONTACT)
Name· Edgar Parra
Address· 113 W. G Street #434
City· San Diego State:_C_A __ Zip: 92101
Phone· 626-315-2621
Email· edgar@thecitysolutions.com
DESIGN PROFESSIONAL
Name· Structural Engineering & Design
Address: 1815 Wright Ave #200
PROPERTY OWNER
Name: ATX Networks
Address: 8880 Rehco Rd
City: San Diego
Phone: 619-852-3244
State: CA Zip:_9_2_12_1 __ _
Email: ___________________ _
CONTRACTOR OF RECORD
Business Name: SIG SYS INDUSTRIAL INSTALLERS
Address: 1932 E. DEERE AVE# 220
City· La Verne State: CA Zip:_9_1_75_0 ___ City: Santa Ana State:_C_A __ Zip: 92705
Phone: 909-596-1351 Phone: 714-321-1721
Email: Email: ___________________ _
Architect State License: 92778 CSLB License#: 957084 Class: --------------
Carlsbad Business License# (Required): _______ _
APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the
information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): Edgar Parra SIGN: Edgar Parra DATE:_5_18_12_4 ___ _
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 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 IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO
PERMIT ISSUANCE.
(OPTION A): LICENSED CONTRACTOR DECLARATION:
I herebyaffirm under penalty of perjury that I am licensed under provisions of Chapter 9 ( commencing with Section 7000) of Division 3
of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of perjury one of the
following declarations (CHOOSE ONE):
D 1 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. PolicyNo. _____________________________________ _
-OR-
[!]11 have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued.
My workers' compensation insurance carrier and policy number are: Insurance Company Name: ____________________ _
Policy No. 9351068 Expiration Date: _1_21_2_01_2_4 ___________ _
-OR-
Ocertificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become
subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to
criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code,
interest and attorney's fees.
CONSTRUCTION LENDING AGENCY, IF ANY:
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code).
Lender's Name: ____________________ Lender'sAddress: ___________________ _
CONTRACTOR CERTIFICATION: I certify that I have read the application and state that the above information is correct and that
the information on the plans is accurate. I agree to comply with all City ordinances and State laws relating to building
construction.
NAME (PRINT): Edgar Parra SIGNATURE: Edgar Parra DATE: 5/8/24
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 following reason: n 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.
~44, 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-
0 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The
Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
-OR-□1 am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason:
AND, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner.
By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the
improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed
contractors./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is
submitted or at the following Website: http:/ lwww.leginfo.ca.gov/calaw.html.
OWNER CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the
information on the plans is accurate. I agree to comply with al I City ordinances and State laws relating to bui /ding
construction.
NAME (PRINT): SIGN: DATE: ----------------------Note: If the person signing above is an authorized agent for the property owner include form B-62 signed by property owner.
1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Fax: 760-602-8558 Email: Building@carlsbadca.gov
2 REV. 07/21
Building Permit Inspection History Finaled
PERMIT INSPECTION HISTORY for (CBC2024-0141)
BLDG-Commercial 05/09/2024Application Date:Permit Type:Owner:GATEWAY PACIFIC VISTA LLC
Tenant Improvement 07/03/2024Work Class:Issue Date:Subdivision:
01/21/2025Expiration Date:Status:
IVR Number: 56311
Closed - Finaled 2800 WHIPTAIL LOOP
CARLSBAD, CA 92010-6751
Address:
Scheduled
Date
Inspection Type Inspection No. Inspection
Status
Primary Inspector Reinspection InspectionActual
Start Date
07/22/2024 07/22/2024 BLDG-14
Frame/Steel/Bolting/We
lding (Decks)
255414-2024 Passed Tony Alvarado Complete
COMMENTS PassedChecklist Item
BLDG-Building Deficiency July 22, 2024: pending fire prevention
department approval:
1. High pile warehouse storage racks.
2. Verified and Inspected bottom foot plate
connections, per structural plans and
details, structural calculations, and
structural observation report/special
inspector verified bolt, torque, testing, and
placement of wedge anchors, scope of
high pile metal storage racks warehouse.
3. Pending fire prevention department
approval.
Yes
BLDG-Final Inspection 255415-2024 Partial Pass Tony Alvarado Reinspection Incomplete
COMMENTS PassedChecklist Item
BLDG-Structural Final July 22, 2024: pending fire prevention
department approval:
1. High pile warehouse storage racks.
2. Verified and Inspected bottom foot plate
connections, per structural plans and
details, structural calculations, and
structural observation report/special
inspector verified bolt, torque, testing, and
placement of wedge anchors, scope of
high pile metal storage racks warehouse.
3. Pending fire prevention department
approval.
Yes
08/12/2024 08/12/2024 BLDG-Final Inspection 257644-2024 Passed Tony Alvarado Complete
COMMENTS PassedChecklist Item
BLDG-Structural Final August 12, 2024: Received fire prevention
department approval:
1. Scope: High pile warehouse storage
racks.
2. Verified and Inspected bottom foot plate
connections, per structural plans and
details, structural calculations, and
structural observation report/3-rd.special
inspector verified bolt, torque, testing, and
placement of wedge anchors, scope of
high pile metal storage racks warehouse.
3. fire prevention department approval
verified-OK..
Yes
Thursday, May 15, 2025 Page 1 of 2
{cityof
Carlsbad
PERMIT INSPECTION HISTORY for (CBC2024-0141)
BLDG-Commercial 05/09/2024Application Date:Permit Type:Owner:GATEWAY PACIFIC VISTA LLC
Tenant Improvement 07/03/2024Work Class:Issue Date:Subdivision:
01/21/2025Expiration Date:Status:
IVR Number: 56311
Closed - Finaled 2800 WHIPTAIL LOOP
CARLSBAD, CA 92010-6751
Address:
Scheduled
Date
Inspection Type Inspection No.Inspection
Status
Primary Inspector Reinspection InspectionActual
Start Date
BLDG-SW-Inspection 257643-2024 Passed Tony Alvarado Complete
COMMENTS PassedChecklist Item
Are erosion control BMPs
functioning properly?
Yes
Are perimeter control BMPs
maintained?
Yes
Is the entrance stabilized to
prevent tracking?
Yes
Have sediments been tracked
on to the street?
Yes
Has trash/debris accumulated
throughout the site?
Yes
Are portable restrooms
properly positioned?
Yes
Do portable restrooms have
secondary containment?
Yes
Thursday, May 15, 2025 Page 2 of 2
True North Compliance Services, Inc.
8369 Vickers Street, Suite 207, San Diego, CA 92111
T | 562.733.8030
Transmittal Letter
May 21, 2024
City of Carlsbad FIRST REVIEW
Community Development Department - Building Division City Permit No: CBC2024-0141
1635 Faraday Ave. True North No.: 24-018-417
Carlsbad, CA 92008
Plan Review: TI ATX Networks.
Address: 2800 Whiptail Loop, Carlsbad CA
Applicant Name: Edgar Parra Applicant Email: edgar@thecitysolutions.com
True North Compliance Services, Inc. has completed the review of the following documents for the project
referenced above on behalf of the City of Carlsbad. Our comments can be found on the attached list.
1. Drawings: Electronic copy dated April 25, 2024, by EQ solutions.
2. Structural Calculations: Electronic copy dated May 6, 2024, by SED.
Attn: Permit Technician, the scope of work on the plans has been reviewed for coordination with the scope of
work on the permit application. See below for information if the scope of work on plans differs from the permit
application:
Valuation: Confirmed
Scope of Work: Confirmed
Floor Area: Confirmed
Our comments follow on the attached list. Please call if you have any questions or if we can be of further
assistance.
Sincerely,
True North Compliance Services
Review By: Mohammad Afaneh - Plan Review Engineer
Quality Review By: Alaa Atassi - Plan Review Engineer
True orth
'/. COMPLIANCE SERVICES
TI ATX Networks City of Carlsbad– FIRST REVIEW
2800 Whiptail Loop. City Permit No.: CBC2024-0141
May 21, 2024 True North No.: 24-018-417
Page 2
Plan Review Comments
ELECTRONIC - RESUBMITTAL INSTRUCTIONS:
Please do not resubmit plans until all departments have completed their reviews. For status, please
contact building@carlsbadca.gov
Please make all corrections, as requested in the correction list. Corrected sets can be submitted as follows:
Email the revised plans and comment response letter(s) to building@carlsbadca.gov for continued
review.
Note: If this project requires FIRE PREVENTION review, ensure that you follow their specific
instructions for resubmittal review. The city will not route plans back to Dennis Grubb &
Associates for continued Fire Prevention review.
GENERAL INFORMATION:
A. The following comments are referred to the 2022 California Building, Mechanical, Plumbing, Electrical
Codes, California Green Building Standards Code, and Energy Code (i.e., 2021 IBC, UMC, UPC, and 2020
NEC, as amended by the State of California).
B. There may be other comments generated by the Building Division and/or other City departments that will
also require your attention and response. This attached list of comments, then, is only a portion of the plan
review. Contact the City for other items.
C. Respond in writing to each comment by marking the attached comment list or creating a response letter.
Indicate which details, specification, or calculation shows the required information. Your complete and
clear responses will expedite the re-check.
D. Where applicable, be sure to include the architect and engineer’s stamp and signature on all sheets of the
drawings and on the coversheets of specifications and calculations per CBPC 5536.1 and CBPC 6735. This
item will be verified prior to plan approval.
OCCUPANCY & BUILDING SUMMARY:
Occupancy Groups: ??? (Provide this information).
Occupant Load: N/A
Type of Construction: III-B
Sprinklers: Yes
Stories: 1
Area of Work (sq. ft.): Storage Racks
ARCHITECTURAL COMMENTS:
A1. Identify the occupancy group of the building in accordance with CBC 302.
A2. Revise plans to provide 3 ft clearance between Storage Racks and the exterior walls. Per CBC 1005.
a) Clarify if the egress plan, include common path of egress travel of exist access travel distance will
be impacted by the installation of the storge racks. Insure compliance with CBC T 1006.2.1 and
CBC T 1017.2.
TI ATX Networks City of Carlsbad– FIRST REVIEW
2800 Whiptail Loop. City Permit No.: CBC2024-0141
May 21, 2024 True North No.: 24-018-417
Page 3
A3. Sheet FP-100, amend the specified dimensions for racks.
a) Comment applies to sheet PV-100.
STRUCTURAL COMMENTS:
S1. Revise provided sheet, address the following:
a) Clearly identify on plans the max loading on each shelf/rack.
b) Clarify statement on detail on sheet SED 1, provide site specific details.
c) Provide a “Statement of Special Inspections” per CBC 1704.2.3 and as defined in CBC 1704.3. Not
only should this list all special inspection and structural testing items that are required by the CBC,
but also detail the extent and frequency of the inspections/tests.
S2. Revise calculations, address the following:
a) Page 15, clarify storage rack type. Justify the illustration provided and dimension on sheet, verify
the shelf height of 6”.
l
42"
GENERAL RACK CONFIGURATION
By. Bob S Projecl: ATX Network& Corp
,f-94• ----.I-
Beam I
TI ATX Networks City of Carlsbad– FIRST REVIEW
2800 Whiptail Loop. City Permit No.: CBC2024-0141
May 21, 2024 True North No.: 24-018-417
Page 4
b) Please check the anchorage using Hilti official online anchorage tool for more accurate results.
Ensure to specify correct edge distances for anchors.
If you have any questions regarding the above comments, please contact Mohammad Afaneh via email
mohammada@tncservices.com or telephone (562) 733-8030.
[END]
Structural
-...... E~gineering & Design Inc.
Project: ATX
Project#: 24-0412-3
Date: 05/31/24
CORRECTIONS:
1816 Wright Ave., La Verne, CA 91760 Tel: 909.696.1361 Fax: 909.693.8661
2800 Whiptail Loop West Ste C6
Carlsbad, Ca. 92010
Plan Review Responses
S1A. SEE SEO 1 OF 1 NOTE #3 FOR LOADING SPECIFICATIONS.
S1 B. SEE GENERAL RACKING VIEW HAS BEEN REMOVED, SEE PLAN AND ELEVATIONS ON ATTACHED
DWGS.
S1C. SEE ADDED STATEMENT OF SPECIAL INSPECTION ON SED 1 OF 1.
S2A. SEE REVISED ELEVATION VIEW ON CALCS, PREVIOUS DIMENSIONS WERE CORRECT BUT SCALED UP
FOR BETTER VIEW, NEW ELEVATIONS SHOW ACTUAL VIEW.
S2B. SEE ADDED HIL Tl PROF IS ANALYSIS AS REQUIRED.
PLEASE FEEL FREE TO CALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS.
SINCERELY,
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Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Corp.
TABLE OF CONTENTS
Title Page ............................................................................................................... .
Table of Contents .................................................................................................... .
Design Data and Definition of Components ........................................................... .
Critical Configuration ............................................................................................. .
Seismic Loads ......................................................................................................... .
Column ................................................................................................................... .
Beam and Connector .............................................................................................. .
Bracing ................................................................................................................... .
Anchors .................................................................................................................. .
Base Plate ............................................................................................................... .
Slab on Grade ........................................................................................................ ..
Other Configurations .............................................................................................. .
1
2
3
4
5 to 6
7
8 to 9
10
11
12
13
14~ t \..o
type hs select-ATX.xls Page 2.. of lb
Project#: 24-0412-3
4/30/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Gorp. Project #: 24-0412-3
Design Data
1) The analyses herein conforms to the requirements of the:
2022CBC Section 2209
ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks ''2012 RMI Rack Design Manual"
ASCE 7-16, section 15.5.3
2) Transverse braced frame steel conforms to ASTM A570, Gr.55, with minimum strength, Fy=55 ksi
Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.55, with minimum yield, Fy=55 ksi
All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi
3) Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein.
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.
5) The existing slab on grade is 611 thick with minimum 4000 psi compressive stren_gth. Allowable Soil bearing capacity is 750 psf.
The design of the existing slab is by others.
6) Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria
Definition of Components
t::::n:::::::::~=· =Bea,tn=· :U=l:::======i);
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type hs select-ATX.xls
!Beam
length
Front View: IDoWl'l .AJ;~
(Lmi;qjtucfilnaj) ],tame
Cobmi
·ease Plate and
Anchors
Sedion Al Crm;s Aisle
{TranS\l!!!rse ) Fi"a;me
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4130/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne. CA 91750 Tel: 909.696.1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Corp. Project#: 24-0412-3
Configuration & Summary: TYPE HS SELECTIVE RACK
fRONT\tlEW 81CfVlEW
**RACK COLUMN REACTIONS
ASDLOADS
AXIAL DL= 125 lb
AXIAL LL= 5,850 lb
SEISMIC AXIAL Ps=+/-5,574 lb
BASE MOMENT= 0 in-lb
5.B..ECTIVC:RM:J( SJNCU:RCYM
® ®
Seismic Criteria # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type
Ss=0.934, Fa=l.2 5 42 in 312.0 in 6 96in Single Row
Component Description STRESS
Column Fy=55 ksi Mecalux 312 3.06"x2.69"x0.105" P=3975 lb, M=9251 in-lb 0.45-OK
Column & Backer None None None N/A
Beam Fy=SS ksi Intlk 36E 3.656Hx2.75Wx0.059"Thk Lu=96 in I Capacity: 4405 lb/pr 0.3-OK
Beam Connector Fy=55 ksi Lvl 1: 3 Tab OK I Mconn=5785 in-lb I Mcap=8828 in-lb 0.66-OK
Brace-Horizontal Fy=50 ksi Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 0.25-OK
Brace-Diagonal Fy=S0 ksi Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 0.77-OK
Base Plate Fy=36 ksi 7.28x5.11x0.394 I Fixity= 0 In-lb 0.66-OK
Anchor 2 per Base 0.5" x 3.25" Embed Hilti Kwik Bolt TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=2576 lb) 0.667-OK
Slab &Soil 6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.54-OK
Level I Load** I Story Force I Story Force Column I Column I Conn. Beam
Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector
1 1,300 lb 34.0 in 24.0 in 371b 15 lb 5,975 lb 9,316 "# 5,785 "# 3Tab OK
2 2,600 lb 34.0 in 24.0 in 145 lb 581b 5,300 lb 4,983 "# 6,543 "# 3Tab OK
3 2,600 lb 70.0 in 52.0 in 2941b 117 lb 3,975 lb 9,251 ''# 7,3Z-1 "# 3-Tao OK
4 2,600 lb 70.0 in 64.0 in 443 lb 176 lb 2,650 lb 7,205 ''# 5,526 "# 3Tab OK
5 2,600 lb 70.0 in 60.0 in 5921b 2361b 1,325 lb 4,121 "# 3,004 "# 3Tab OK
72.0in
** Load defined as product weight per pair of beams Total: 1,511 lb 601 lb
Notes l27e@ lvl 1
U81 Frame option also ok
type hs select-A TX .xl5 Page Lf of {(.,o 513 1/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA .91750 Tel: .90.9,5.96.1351 Fax: .90.9.5.96. 7186
By: Bob S Project: ATX Networks Corp.
Seismic Forces Configuration: TYPE HS SELECTIVE RACK
Lateral analysis Is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6 & ASCE 7-16 sec 15.5.3
Transverse (Cross Aisle) Seismic Load
V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) -fiili-f,,~vt
Cs1= Sds/R
= 0.1868 Cs-max* Ip= 0.1868
Vm1n= 0.015 CS2= 0.044*Sds
= 0.0329
Cs3= 0.5*51/R
= 0,0429
Cs-max= 0.1868
Eff Base Shear=Cs= 0.1868 Ttansverse Elevation
Base Shear Coeff=Cs= 0.1868
Level PRODUCT LOAD P P*0.67*PRF1
1 1,300 lb 871 lb
2 2,600 lb 1,742 lb
3 2,600 lb 1,742 lb
4 2,600 lb 1,742 lb
5 2,600 lb 1,742 lb
sum: P=11700 lb 7,839 lb
Lon itudinal Downaisle Seismic Load
Ws= (0.67*PLRF1 * PL)+DL (RMI 2.6.2)
= 8,089 lb
Vtransv=Vt= 0.1868 * (250 lb + 7839 lb)
Etransverse= 1,511 lb
Limit States Level Transverse seismic shear per upright
DL hi wi*hi
50 lb 34in 31,314
50 lb 68in 121,856
50 lb 1381n 247,296
50 lb 208in 372,736
50 lb 278in 498,176
250 lb W:;8089 lb 1,271,378
Project#: 24-0412-3
Ss= 0.934
S1= 0.343
Fa= 1.200
Fv= 1.950
Sds=2/3*Ss*Fa::: 0.747
Sd1=2/311<S1 *Fv::: 0.446
Ca=0.4*2/3*Ss*Fa= 0.2989
(Transverse, Braced Frame Dir.) R= 4.0
Ip= 1.0
• P RF!= l1~(iflf£!w;1.11it~l~j!f{li L.,!lfo.,,..,,:lfil"iilslWJMl»""-~~
Pallet Height=hp= 48.0 in
DL per Beam Lvl= 50 lb
Fi Fi* hi+h /2
37.2 lb 2,158-#
144.8 lb 13,322-#
293.9 lb 47,612-#
443.0 lb 102,776-#
592.1 lb 178,814-#
1,511 lb Z:=344,681
Similarly for longitudinal seismic loads, using R=6.0 Ws= (0,67 * PLRF2 * P) + DL
= 8,089 lb
PRF2= 1.0
Csl=Sdl/(T*R)= 0.0743
Cs2= 0.0329
Cs3= 0.0286
cs-max= 0.0743
Level PRODUC LOAD p
1 1,300 lb
2 2,600 lb
3 2,600 lb
4 2,600 lb
5 2,600 lb
(Longitudinal, Unbraced Dir.) R= 6,0
,...c_s_=_Cs_-m_ax_*~Ip_=_0_.0_7_43 _______________ T_,= 1.00 sec
Vlong= 0.0743 * (250 lb+ 7839 lb)
Elongitudinal= 601 lb Limit States lsve/ longiL siJISmic sheaf per upr/ghf-
P*0.67*PRF2 DL hi wi*hl
871 lb 501b 34in 31,314
1,742 lb 50 lb 681n 121,856
1,742 lb 501b 138in 247,296
1,742 lb 50 lb 208 In 372,736
1,742 lb 501b 2781n 498,176
Fi
14.8 lb
57.6 lb
116.9 lb
176.2 lb
235.5 lb
Fto11J: View
sum: =======7=8=3=9=1b========25=0=1b=====W====80=8=9=1b===========1=2=7=1=3=78======6=0=1 =lb=========
type hs select-ATX.xb Page ~of ( fo 4/30/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Corp.
Downaisle Seismic Loads Configuration: TYPE HS SELECTIVE RACK
Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity.
Seismic Story Forces
Vlong= 601 lb
Vcol=Vlong/2= 301 lb
F1= 15 lb
F2= 581b
F3= 117 lb
Seismic Story Moments
Typic,1 h·,·me m,cle
Tdbut,,y ,,·e, oFtwo colwnns
ofi.,ck fr,me "" __
I
·,,:,.;,s,~, :-._-,-. __ , __ ·-. .--. .--._·-._·-. 1 --:--.v -:--
'--------"
~
Conceptual System
~
Project#: 24-0412-3
Typic,I F1·,me m,cle
oFtwo columns ,-✓---,
Mbase-max== O in-lb <=== Default capacity h1-eff= hi • beam clip height/2
Mbase-v= (Vcol*hleff)/2 = 31 in
= 4,658 in-lb <=== Moment going to base
Mbase-eff= Minimum of Mbase-max and Mbase-v
= 0 in-lb PINNED BASE ASSUMED
M 1-1= [Veal * h1eff]-Mbase-eff
= (301 lb* 31 in)-0 In-lb
= 9,316 in"lb
Mseis= (Mupper+Mlower)/2
Mseis(1-1)= (9316 in-lb + 4983 ln-lb)/2
= 7,149 in-lb
LEVEL hi Axial Load
1 34in 5,975 lb
2 34in 5,300 lb
3 70 in 3,975 lb
4 70 in 2,650 lb
5 70 in 1,325 lb
M 2·2= [Vcol-(F1)/2] * h2
= [301 lb -28.8 lb]*34 in/2
= 4,983 in-lb
Mseis(2~2)= (4983 in·lb + 9251 in-lb)/2
= 7,117 in-lb
Summary of Forces
Column Moment** MseismiC** Mend-fixity
9,316 in-lb 7,149 in-lb 1,115 in-lb
4,983in-lb 7,117 in-lb 2,231 in-lb
9,251 in-lb 8,228 in-lb 2,231 in·lb
7,205 in-lb 5,663 in-lb 2,231 in-lb
4,121 In-lb 2,061 in-lb 2,231 in-lb
Mconn= (Mseismic + Mend-fixity)*0.70*rho
Mconn-allow(3 Pin)= 8,828 in-lb
**all moments based on limit states level loading
type hs select-ATX.xls Page t, of { (o
Vcol7~trt:========:::::1ru., ::, ;; h2
h1 h1eff . II
Beam to Column Elevation
rho= 1.0000
Mconn** Beam Connector
5,785 in-lb 3Tab OK
6,543 in-lb 3Tab OK
7,321 irt~lb 3Tab OK
5,526 in-lb 3Tab OK
3,004 in-lb 3Tab OK
4/30/2024
COi
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596 .1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Corp. Project#: 24-0412-3
Column (Longitudinal Loads) Configuration: TYPE HS SELECTIVE RACK
Section Properties
Section: Mecalux 312 3.06"x2.69"x0.105"
Aeff = 0.782 in "2
Ix = 1.132 in"4
Sx = 0.740 in "3
rx = 1.203 in
Qf= 1.67
Iy = 0.636 in"4
Sy= 0.422 in"3
ry = 0.902 in
Fy= 55 ksi
Kx = 1.7
1-3.060 in -1
Cmx= 0.85
E= 29,500 ksl
Loads Considers loads at level 1
COLUMN DL= 125 lb Critical load cases are: RMI Sec 2.1
Lx = 32.2 In
Ky= 1.0
Ly= 24.0 in
Cb= 1.0
~f
0.105 In
2,690 In
J_
COLUMN PL= 5,850 lb Load Case 5:: (1 +0.105*Sds)D + 0.75*(1.4+0.14Sds)*B*P + 0.75*(0.7*rho*E)<= 1.0, ASD Method
Meal= 9,315 in-lb axial load coeff: 0.7899192 * P seismic moment coeff: 0.5625 * Meo/
Sds= 0.7472 Load Case 6:: (1+0.104*Sds)D + (0.85+0.14Sds)*B*P + (0.7*rho*E)<= 1.0, ASD Method
1+0.105*Sds= 1.0785 axial load coeff: 0.66823 seismic momentcoeff: 0.7 * Meo/
By analysis, Load case 6 governs utilizing loads as such
Moment=Mx= 0.7*rho*Mcol
1.4+0.14Sds= 1.5046
1+0.14Sds= 1.1046
0.85+0.14*Sds= 0.9546
B= 0.7000
rho= 1.0000
Axial Analysis
Axial Load=Pax= 1.104608*125 lb+ 0.954608*0,7*5850 lb
= 4,047 lb = 0.7 * 9315 in-lb
= 6,521 in-lb
KxLx/rx = 1.7*32.17211/1.20311
= 45.5
Fe= n"2E/(KL/r)max"2
= 140.9ksi
Pn= Aeff*Fn
= 38,802 lb
P/Pa= 0.20 > 0.15
Bending Analysis
KyLy/ry = 1 *2411/0.902111
= 26.6
Fy/2= 27.5 ksi
nc= 1.92
Check: Pax/Pa + (Cmx*Mx)/(Max*µx} :5 1.0
P/Pao + Mx/Max :5 1.0
Pno= Ae*Fy Pao= Pno/Qc
= 0,782 in"2 *55000 psi
= 42,999 lb
= 42999lb/1.92
= 22,395 lb
Fe > Fy/2
Fn= Fy(1-Fy/4Fe)
= 55 ksi*[l-55 ksi/(4*.140.9 ksi)]
= 49.6 ksi
Pa= Pn/Qc
= 38802 lb/1.92
= 20,209 lb
Myield=My= Sx*Fy
= 0.74 in"3 * 55000 psi
= 40,689 in-lb
Max= My/nf Per= n"2EI/(KL)max" 2
= 40689 in-lb/1.67
= 24,365 in-lb
µx= { 1/[1-(Qc*P/Pcr)]}"-1
= {1/[1-(1.92*4047 lb/110173 lb)]}"-1
= 0.93
Combined Stresses
= n"2*29500 ksi/(1.7*32.172 in)"2
= 110,173 lb
(4047 lb/20209 lb)+ (0.85*6521 in-lb)/(24365 in-lb*0.93) =
(4047 lb/22395 lb)+ (6521 in-lb/24365 in-lb)=
0.45
0.45
< 1.0, OK
< 1.0, OK
(EQ C5-1)
(EQ C5-2)
** For comparison, total column stress computed for load case 5 is: 42.0% inq loads 4755.83432 lb Axial and M= 4890 in-lb
type h5 Belect-ATX.xlB Page '7 of ( Jo 4/30/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596. 7186
By: Bob S Project: ATX Networks Corp.
BEAM Configuration: TIPE HS SELECTIVE RACK
DETERMINE ALLOWABLE MOMENT CAPACITI
A) Check compression flange for local buckling (B2 . .1)
W= C • 2*t ·2*r
= 1.75 in -2*0.059 in -2*0.059 in
= 1.514 in
w/t= 25.66
l=lambda= [1.052/(k)A0.5] * (w/t) * (Fy/E)A0.5
= [1.052/(4)A0,5] * 25,66 * (55/29500)A0,5
= 0.583 < 0.673, Flange is fully effective
B) check web for local buckling per section b2,3
fl(comp)= Fy*(y3/y2)= 49.78 ksi
f2(tension)= Fy*(yl/y2)= 101.54 ksi
V= f2/f1
= ·2,04
k= 4 + 2*(1-V)A3 + 2*(1-Y)
= 66.27
flat depth=w= y1+y3
Eq. B2.3-4
Eq. B2.1-4
Eq. B2.1-1
= 3.420 in w/t= 57.96610169 OK
l=lambda= [1.052/(k)A0.5] * (w/t) * (fl/E)A0.5
= [1.052/(66.27)A0,5] * 3.42 * (49.78/29500)A0.5
= 0.308 < 0.673
be=w= 3.420 in
bl= be(3-Y)
= 0.679
b2= be/2
= 1.71 in
b1+b2= 2.389 in > 1.12504 in, Web is fully effective
Determine effect of cold working on steel yield point (Fya) per section A7.2
Fya= C*Fyc + (1-C)*Fy (EQ A7.2-1)
Lcorner=Lc= (p/2) * (r + t/2)
0.139 in
Lflange-top=Lf= 1.514 in
m= 0.192*(Fu/Fy) -0.068
= 0.1590
C= 2*Lc/ (Lf+2*Lc)
= 0.155 in
(EQ A7.2-4)
Be= 3.69*(Fu/Fy) • 0.819*(Fu/Fy)A2 -1.79
= 1.427
since fu/Fv= 1.18 < 1.2
and r/t= 1 < 7 OK
then Fye= Be * Fy/(R/t)Am
= 78.485 ksi
(EQ A7.2·2)
Thus, Fya-top= 58.64 ksi (tension stress at top)
Fya-bottom= Fya*Ycg/(depth -Veg)
= 113,84 ksi (tension stress at bottom)
Check allowable tension stress for bottom flange
Lflange-bot=Lfb= Lbottom -2*r*-2*t
= 2.514 in
Cbottom=Cb= 2*Lc/(Lfb+2*Lc)
= 0.100
Fy-bottom=Fyb= Cb*Fyc + (l·Cb)*Fyf
= 57.34 ksi
Fya= (Fya-top)*(Fyb/Fya-bottom)
= 29.54 ksi
Eq B2.3-2
(EQ A7.2-3)
if F= 0,95 Then F*Mn=F*Fya*Sx= I 19.08 in-k
depth
Project#: 24-0412-3
2,7Sin
t5in +
T
3.656 in
1.625 ih
_J_
1 0.059in ~-
Beam= Intlk 36E 3 656Hx2 75Wx0 059"Thk
y1 Ycg
1.
Ix= 1.335 inA4
Sx= 0.680 jnA3
Ycg= 2.413 in
t= 0.059 in
Bend Radlus=r= 0.059 in
Fy=Fyv= 55.00 ksi
Fu=Fuv= 65.00 ksi
E= 29500 ksi
top flange=b= 1.750 in
bottom flange= 2.750 In
Web depth= 3,fl:<': in
._ Fy· -
yl= Ycg-t-r= 2.295 in
y2= depth-Veg= 1.243 in
y3= y2-t-r= 1.125 in
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel : 909.596.1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Corp.
BEAM Configuration: TYPE HS SELECTIVE RACK
RMI Section 5.2, PT II
Section
Beam= Intlk 36E 3.656Hx2.75Wx0.059"Thk
Ix=Ib= 1.335 inA4
Sx= 0.680 inA3
t= 0.059 in
Fy=Fyv= 55 ksi
Fu=FUV= 65 ksi
Fya= 58.6 ksi
1. Check Bending Stress Allowable Loads
Mcenter=F*Mn= W*L *W*Rm/8
E= 29500 ksi
F= 225.0
L= 96 In
Beam Level= 1
P=Product Load= 1,300 lb/pair
D=Dead Load= 50 lb/pair
W=LRFD Load Factor= 1.2*0 + 1.4*P+1.4*(0.125)*P
FOR DL=20/o of PL,
W= 1.599
Rm= 1 -[(2*F*L)/(6*E*Ib + 3*F*L)]
RMI 2.2, item 8
1 -(2*225*96 in)/[(6*29500 ksi*l.3352 inA3)+(3*225 *96 In)]
= 0.857
if F= 0.95
Then F*Mn=F*Fya*Sx= 37.88 in-k
Thus, allowable load
per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W)
= 37.88 in-k * 8 * 2/(96in * 0.857 * 1.599)
= 4,608 lb/pair allowable load based on bending stress
Mend= W*L*(l-Rm)/8
= (4608 lb/2) * 96 In * (1-0.857)/8
= 3,954 in-lb
= 1,115 in-lb·
@ 4608 lb max allowable load
@ 1300 lb imposed product load
2. Check Deflection Stress Allowable Loads
Dmax= Dss*Rd
Rd= 1 -(4*F*L)/(S*F*L + 10*E*Ib)
= 1 -(4*225*96 ln)/[(5*225*96 in)+(10*29500 ksi*1.33521nA4)]
= 0.828 in
if Dmax= L/180 Based on L/180 Deflection Criteria
and Dss= S*W*L A3/(384*E*Ib)
L/180= .S*W*L A3*Rd/(384*E*Ib*# of beams)
solving for W yields,
W= 384*E*I *2/(180*5*L A2*Rd)
= 384*1.3352 inA4*2/[180*5*(96 in)A2*0.828)
= 4,405 lb/pair allowable load based on deflection limits
Project#: 24-0412-3
2.75 in
ts,n 4
T 1.625 In
3.656 In
l 0.059in
~--
L :::tli1~111=111=111=111=111=111=111=111=111=111=111=111=111=111=111=111=111=111~111!)=:
}---... ____________ _
I l I : l I .. ·• ... . . . . . . ..... : . . . . .
!Eleam
Leingilh. -
"' ..
Allowable Deflection= L/180
= 0.533 in
Deflection at imposed Load= 0.157 in
_, OI
Thus, based on the least capacity of item 1 and 2 above: Allowable load= 4,405 lb/pair
Imposed Product Load= 1,300 lb/pair
Beam Stress= 0.3 Beam at Level 1
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne CA 91750 Tel· 909 596 1351 Fax· 909 596 7186
By: Bobs Project: ATX Networks Corp.
3 Tab Beam to Column Connection Configuration: TYPE HS SELECTIVE RACK
Mconn max= (Mseismic + Mend-fixity)*0.70*Rho
= 5,785 in-lb Load at level 1
Connector Type= 3 Tab
Shear Capacity of Tab
Tab Length= 0.50 in
Ashear= 0.5 in* 0.135 in
= 0,0675 inA2
Pshear= 0.4 * Fy * Ashear
= 0.4 * 55000 psi * 0.0675inA2
= 1,485 lb
Bearing Capacity of Tab
teal= 0.105 in
Omega= 2.22
Fy= 55,000 psi
Fu= 65,000 psi
a= 2.22
Pbearing= alpha * Fu * tab length * teal/Omega
= 2.22 * 65000 psi* 0.5 in* 0.105 in/2.22
= 3,413 lb > 1485 lb
Moment Capacity of Bracket
Edge Distance=E= 1.00 in Tab Spacing= 2.0 in
C= P1+P2+P3
= Pl +Pl "'(2.5"/4.5")+Pl "'(0.5"/4.5")
= 1.667"' Pl
Mcap= Sclip * Fbending
= 0.1832 inA3 * 0.66 * Fy
= 6,650 in-lb
Pclip= Mcap/(1.667 * d)
tclip= 0.135 in
C*d= Mcap = 1.667
= 6650.16 in-lb/(1.667 * 0.5 in)
= 7,979 lb
Thus, Pl.= 1,485 lb
Mconn-allow= [Pl *4.S"+Pl *(2.5"/4.5")*2.S"+Pl *(0,5"/4.5")*0.5"]
= 1485 LB*[ 4.5"+(2.5"/4,5")*2.5"+ (0.5"/4.5")*0.5"]
= 8,828 in-lb > Mconn max, OK
Stress= 0.66
type hs select-ATX.xls Page 1 of /k,
Bearing Length=
Fy= 55,000 psi
Sclip= 0.183 inA3
d= E /2
= 0.50 in
Project#: 24-0412-3
0
0
4/30/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596. 7186
By: Bob S Project: ATX Networks Corp. Project#: 24-0412-3
Transverse Btace Configuration: TYPE HS SELECTIVE RACK
Section Properties
Diagonal Member= Mclx C456 Sgl 1.7953x1.378x16ga(U31x) Horizontal Member= Mclx C456 Sgl 1.7953x1.378x16ga(U31x) r 1.795,n-,
Area= 0.259 inA2
r min= 0.449 in
Fy= 50,000 psi
K= 1.0
Qc= 1.92 R 178,n n
J_
Area= 0.259 inA2
r min= 0.449 in
Fy= 50,000 psi
K= 1.0
Frame Dimensions
Diagonal Member
Bottom Panel Height=H= 64.0 in
Frame Depth=D= 42.0 in
Column Width=B= 2.7 in
Clear Depth=D-B*2= 36.6 in
X Brace= NO
rho= 1.00
Vtransverse= 1,511 lb
Vb=Vtransv*0.7*rho= 1511 lb * 0.7 * 1
= 1,058 lb
Ldiag= [(D-B*2)A2 + (H-6")A2)Al/2
= 68.6 in
Pmax= V*(Ldiag/D) * 0.75
= 1,296 lb
axial load on diagonal brace member
(kl/r)= (k * Ldiag)/r min
= (1 x 68.6 in /0.449 in )
= 152.8 in
Fe= piA2*E/(kl/r)A2
= 12,470 psi
Since Fe<Fy/2,
T ~l
Pn= AREA*Fn
= 0.259 inA2 * 12470 psi
= 3,226 lb
Pallow= Pn/Q
= 3226 lb /1.92
= 1,680 lb
Pn/Pallow= 0.77
Horizontal brace
Vb=Vtransv*0.7*rho= 1,058 lb
(kl/r)= (k * Lhoriz)/r min
= (1 x 42 in) /0.449 in
= 93.5 in
Since Fe>Fy/2, Fn=Fy*(Hy/4fe)
= 31,233 psi
Pn/Pallow= 0.25
type hs select-ATX.xls
<= 1.0 OK
<= 1.0 OK
Fn= Fe
Fe= piA2*E/(kl/r)A2
= 33,304 psi
Pn= AREA*Fn
= 0.259inA2*31233 psi
= 8,080 lb
= 12,470 psi
Page (0 of (/.,
Fy/2= 25,000 psi
Pallow= Pn/Qc
Typical Panel
Configuration
= 8080 lb /1.92
= 4,208 lb
4/30/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596. 7186
By: Bob S • Project: ATX Networks Corp.
Single Row Frame Overturning Configuration: TYPE HS SELECTIVE RACK
Loads
Critical Load case(s):
1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9-0.20Sds)*B*Papp -E*rho
Vtrans=V=E=Qe= 1,511 lb
DEAD LOAD PER UPRIGHT=D= 250 lb
PRODUCT LOAD PER UPRIGHT=P= 11,700 lb
Papp=P*0.67= 7,839 lb
Wst LC1=Wst1=(0.75056*D + 0.75056*Papp*1)= 6,071 lb
Product Load Top Level, Ptop= 2,600 lb
DL/Lvl= 50 lb
Seismic Ovt based on E, !:(Fi*hi)= 234,116 in-lb
heiqht/depth ratio= 6.6 in
A) Fullv Loaded Rack
Load case 1:
Movt= !:(Fi*hi)*E*rho
= 234,116 in-lb
Sds= 0.7472
(0.9-0.2Sds)= 0.7506
(0.9-0.2Sds)= 0.7506
rho= 1.0000
Frame Depth=Df= 42.0 in
Htop-lvl=H= 278.0 In
# Levels= 5
# Anchors/Base= 2
ho= 48.0 in
h=H+ho/2= 302,0 in
Mst= Wst1 * Df/2
= 6071 lb * 42 in/2
= 127,491 in-lb
Project #: 24-0412-3
hpr~:@:1 f j
H h
T
SIDE ELEVATION
T= (Movt·Mst)/Df
= (234116 in-lb -127491 in-lb)/42 in
= 2,539 lb Net Uplift per Column
I Net Seismic Uplift= 2,539 lb Strength Level
B) Top Level Loaded Onlv
Load case 1:
0 Vl=Vtop= Cs* Ip* Ptop >= 350 lb for H/D >6.0 Movt= [Vl *h + V2 * H/2]*rho
= 0.1868 * 2600 lb = 153,167 in-lb
= 486 lb T= (Movt-Mst)/Df
Vleff= 486 lb Critical Level= 5 = (153167 in-lb -44921 in-lb)/42 in
V2=VoL= Cs*Ip*D Cs*Ip= 0.1868 = 2,577 lb Net Uplift per Column
= 471b
Mst= (0.75056*D + 0.75056*Ptop*1) * 42 in/2
= 44,921 in°1b
I Net Seismic Uplift= 2,577 lb Strenuth Level
Anchor
Check (2) 0.5" x 3,2511 Embed Hilti Kwik Bolt TZ2 anchor(s) per base plate.
Special inspection is required per ESR 4266.
Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO
Shear Capacity=Vcap= 2,517 lb Phi= 1
Fully Loaded: (1269 lb/1961 lb)1'1 + (377 lb/2517 lb)1'1 = 0.80
Top Level Loaded: (1288 lb/1961 lb)1'1 + (121 lb/2517 lb)1'1 = 0.70
type hs select-ATX.xls Page ({ of / (o
Tcap*Phi= 1,961 lb
Vcap*Phi= 2,517 lb
<= 1.2 OK
<= 1.2 OK
4/30/2024
Hilti PROFIS Engineering 3.0.95
www.hilti.com
Company: Page:
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete -Mar 5, 2024 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 TZ2 -CS 1/2 (3 1/4)
2210256 KB-TZ2 1/2x5 1/2
h.1,acl = 3.250 in., hhom = 3,750 in.
Carbon Steel
ESR-4266
12/1/2023112/1/2025
Design Method ACI 318-19 / Mech
eb = 0.000 in. (no stand-off); t = 0.394 in.
Ix x ly x t = 5.110 in. x 7.280 in. x 0.394 in.; (Recommended plate thickness: not calculated)
no profile
cracked concrete, 4000, fc' = 4,000 psi ; h = 6.000 in.
hammer drilled hole, Installation condition: Dry
tension: not. present, shear: not present; no supplemental splitting reinforcement present
edge reinforcement: none or< No. 4 bar
Tension load: yes (17.10.5.3 (d))
Shear load: yes (17.10.6.3 (c))
R -The anchor calculation is based on a rigid anchor plate assumption.
Geometry [in.] & Loading [lb, in.lb]
~ z~~ ~ _,,, ,
X
Input data and results must be checked for conformity with the existing conditions and for piausibllltyl
PROFIS Engineering ( c) 2003-2024 Hlltl AG, FL-9494 SChaan Hlltl Is a registered Trademark of Hlltl AG, Schaan
5/31/2024
i :: ti S • 1 ___________ .,_ ... __________ _
Hilti PROFIS Engineering 3.0.95
www.hilti.com
Company:
Address:
Phone I Fax: I Design: Concrete -Mar 5, 2024
Fastening point:
1.1 Design results
Case Description
Combination 1
2 Load case/Resulting anchor forces
Anchor reactions [lb]
Tension force: (+Tension, -Compression)
Anchor Tension force Shear force
2
1,288
1,288
755
755
max. concrete compressive strain: -[%0]
max. concrete compressive stress: -[psi]
resulting tension force in (x/y)=(0.000/0.000): 2,576 (lb]
resulting compression force in (x/y)=(-/-): 0 [lb]
Shear force x
0
0
Page:
Specifier:
E-Mail:
Date:
Forces [lb]/ Moments [in.lb]
N =2,576;Vx=0;Vy= 1,511;
Mx = 0; My = 0; M, = 0;
Shear force y
755
755
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load Nu• [lb] Capacity ♦ Nn [lb]
Steel Strength* 1,288 8,433
Pullout Strength* NIA N/A
Concrete Breakout Failure** 2,576 4,803
* highest loaded anchor ••anchor group (anchors in tension)
Input data and results must be checked for conformity with the existing conditions and for plauslblll!yl
PROFIS Engineering ( c) 2003-2024 Hlltl AG, FL-9494 Schaan Hilti Is a registered Trademark of Hllti AG, Schaan
l/.3
2
5/31/2024
Seismic Max. Ulil. Anchor[%]
yes 54
y
2
Tension
Utilization ~N = NuJ♦ Nn Status
16 OK
N/A N/A
54 OK
2
I = J: t S • • -----------------------Hilti PROFIS Engineering 3.0.95
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Company:
Address:
Phone I Fax:
Design:
Fastening point:
3.1 Steel Strength
N.. = ESR value
$ N •• ~ Nua
Variables
A •• N [in.2
]
0.10
Calculations
N •• [lb]
11,244
Results
N •• [lb]
11,244
I
Concrete -Mar 5, 2024
referto ICC-ES ESR-4266
ACI 318-19 Table 17.5.2
futa [psi]
114,004
$ steel if>nonductlle
0.750 1.000
$ N .. [lb]
8,433
Input data and results must be checked for conformity with the existing conditions and for plauslbllltyl
PROFIS Engineering ( c) 2003-2024 Hllli AG, FL-9494 Schaan Hilli Is a registered Trademark of HIii! AG, Schaan
Page:
Specifier:
E-Mail:
Date:
1,288
3
5/31/2024
3
i :: 1! l S ;1 _____________________ _
Hilti PROFIS Engineering 3.0.95
www.hilti.com
Company:
Address:
Phone I Fax: I
Design: Concrete -Mar 5, 2024
Fastening point:
3.2 Concrete Breakout Failure
_ (ANc) Ncbg -A II' ec,N 'I' ed,N II' c,N II' cp,N Nb Nc0
~ Ncbg ~ Nua
ANc seeACI 318-19, Section 17.6.2.1, Fig. R 17.6.2.1(b)
II' ec,N
\If ed,N
II' cp,N
Variables
h0r(in.]
3,250
C30 [in.]
10.000
Calculations
ANc [in.2]
148.69
Results
Ncbg [lb]
9,853
e01 N [in.] ec2 N [in.]
0.000 0.000
kc A, a
17 1.000
ANco [in.2] ~/ ec1,N
95.06 1.000
~ concrete ~seismic
0.650 0,750
Page:
Specifier:
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Date:
ACI 318-19 Eq. (17.6.2.1b)
ACI 318-19 Table 17.5.2
ACI 318-19 Eq. (17.6.2.1.4)
ACI 318-19 Eq. (17.6.2.3.1)
ACI 318-19 Eq. (17.6.2.4.1b)
ACI 318-19 Eq. (17.6.2.6.1b)
ACI 318-19 Eq. (17.6.2.2.1)
c. min [in.] \If c,N
24,000 1.000
f~ [psi]
4,000
lj/ec2;N ll'ed,N
1.000 1.000
~-non ductile ~ N,bg [lb]
1.000 4,803
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c) 2003-2024 Hlltl AG, FL-9494 Schaan Hlltl Is a registered Trademark of Hiltl AG, Schaan
-//,J
II' cp,N Nb [lb]
1.000 6,299
Nua [lb]
2,576
4
5/31/2024
4
Hilti PROFIS Engineering 3.0.95
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Company:
Address:
Phone I Fax: I
Design: Concrete -Mar 5, 2024
Fastening point:
4 Shear load
Load Vu. [lb]
Steel Strength* 755
Steel failure (with lever arm)* NIA
Pryout Strength** 1,511
Concrete edge failure in direction y+** 1,511
* highest loaded anchor **anchor group (relevant anchors)
4.1 Steel Strength
Vsa,eq = ESR value
~ v., •• 1 ?. vu.
Variables
A •• v [in.2
]
0.10
Calculations
v •• •• [lb]
6,878
Results
Vsa,eg [lb]
6,878
refer to ICC-ES ESR-4266
ACI 318-19Table 17.5.2
futa [psi]
114,004 1.000
~ steel $ nonductile
0.650 1.000
~ Vsa,eg [lb]
4,471
Input data and results must be checked for conformity with the existing conditions and for plauslbllltyl
Page:
Specifier:
E-Mail:
Date:
Capacity cl> V0 [lb]
4,471
NIA
13,794
10,196
755
PROFIS Engineering ( c) 2003-2024 Hlltl AG, FL-9494 Schaan Hlltl Is a registered Trademark of Hilti AG, Schaan
5
5/31/2024
Utilization ~v = V uatcl> V n Status
17 OK
NIA NIA
11 OK
15 OK
5
Hilti PROFIS Engineering 3.0.95
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Company:
Address:
Phone I Fax: I
Design: Concrete -Mar 5, 2024
Fastening point:
4.2 Pryout Strength
Vopg = kcp [ (::0:) ljl ec,N lj/ ed,N lj/ c,N lj/ cp,N Nb ]
$ vcpg ;:: vu.
ANc see ACI 318-19, Section 17,6,2.1, Fig. R 17.6.2.1 (b)
lj/ ec,N
lj/ ed,N
11' cp,N
Variables
2
lj/ o,N
1,000
Calculations
ANc [in.2]
148.69
Results
V009 [lb]
19,706
h01 [in.] ec1 N [in.]
3.250 0.000
c.0 [in.] kc
10.000 17
ANcO [in.2] lj/ ec1,N
95.06 1.000
~ concrete ~seismic
0.700 1.000
Page:
Specifier:
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Date:
ACI 318-19 Eq. {17.7.3.1b)
ACI 318-19 Table 17.5,2
ACI 318-19 Eq. (17.6.2.1.4)
ACI 318-19 Eq. (17.6.2.3.1)
ACI 318"19 Eq. (17,6.2.4.1b)
ACI 318"19 Eq. (17.6,2.6.1b)
ACI 318-19 Eq. (17.6.2.2.1)
ec2 N [in.] c. min [in.]
0.000 24,000
/1, a f~ [psi]
1,000 4,000
lj/ ec2,N lj/ed,N
1.000 1.000
~nonductlle $ V009 [lb]
1.000 13,794
Input data and results must be checked for conformity with the existing conditions and for plauslbllltyl
PROFIS Engineering ( c) 2003-2024 Hllti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan
//,7
6
5/31/2024
lj/ cp,N Nb [lb]
1.000 6,299
Vua [lb]
1,511
6
i :: CJ S 9' • ----------------------Hilti PROFIS Engineering 3.0.95
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Company:
Address:
Phone I Fax: I Design: Concrete -Mar 5, 2024
Fastening point:
4.3 Concrete edge failure in direction y+
_(Ave) vob -A ljl ed,V 4'o,V IJlh,V 4'parallel,V vb Vo0 ~ Vob ~ Vua
Avo seeACI 318-19, Section 17,7,2.1, Fig. R 17.7.2.1(b)
Avco
ljl ed,V
ljl h,V
Variables
c.1 [in,]
16.000
1,000
Calculations
Avo [in.2]
288.00
Results
14,566
c02 [in.] ljl o,V
24.000 1.000
ct. [in.] f0 [psi]
0.500 4,000
Avco [in.2] ljl ed,V
1,152.00 1.000
~ concrete ~seismic
0.700 1.000
Page:
Specifier:
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Date:
ACI 318-19 Eq. (17.7,2.1a)
ACI 318-19 Table 17.5.2
ACI 318-19 Eq. (17.7,2.1.3)
ACI 318-19 Eq . (17.7,2.4.1b)
ACI 318-19 Eq . (17.7.2.6.1)
ACI 318-19 Eq. (17.7.2.2.1a)
h. [in.] 10 [in.]
6.000 3.250
lV parallel,V
1.000
IJlh,V Vb [lb]
2.000 29,132
$nonductne ~ vob [lb]
1.000 10,196
5 Combined tension and shear loads, per ACI 318-19 section 17 .8
Utilization ~Nv [%] Status
0.536 0.169 5/3 41 OK
Input data and results must be checked for conformity with the existing conditions and for plauslbllllyl
PROFIS Engineering ( c) 2003-2024 Hlltl AG, FL"9494 Schaan Hlltl ls a registered Trademark of Hlltl AG, Schaan
11,r
Vua [lb]
1,511
7
5/31/2024
7
i :: 11 i S ; • ----------------------Hilti PROFIS Engineering 3.0.95
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Company: Page: 8
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete -Mar 5, 2024 Date : 5/31/2024
Fastening point:
6Warnings
• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C,
EOTA TR029 etc.). This means load re-distribution 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 I
• 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 ACI 318 strength design provisions, please go to https://submlttals.us.hilti.com/PROFISAnchorDesignGuide/
• "An anchor design approach for structures assigned to Seismic Design Category C, D, E or F Is given in ACI 318-19, Chapter 17, Section
17.10.5.3 (a) that requires the governing design strength 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 17.10.5.3 (b), Section 17.10.5.3 (c), or Section 17.10.5.3 (d). The
connection design (shear) shall satisfy the provisions of Section 17.10.6.3 (a), Section 17.10.6.3 (b), or Section 17.10.6.3 (c)."
• Section 17.10.5.3 (b) / Section 17.10.6.3 (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 17.10.5.3 (c) / Section 17.10,6.3
(b) waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the
anchors by a non-yielding attachment. Section 17.10.5.3 (d) / Section 17 .. 10.6.3 (c) waive the ductility requirements and require the design
strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, witt1 E increased
by ro0.
• Hiltl post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI
318-19, Section 26.7.
Fastening meets the design criteria!
Input.data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering ( c) 2003-2024 Hlltl AG, FL-9494 Schaan Hllti Is a registered Trademark of Hllti AG, Schaan
8
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel : 909.596.1351 Fax: 909.596.7186
By: BobS Project: ATX Networks Corp. Project#: 24-0412-3
Base Plate Configuration: 1YPE HS SELECTIVE RACK
Section
Baseplate= 7,28x5.11x0.394
Eff Width=W = 7.28 in
Eff Depth=D = 5.11 In
p
Mb
Column Width=b = 3.06 in
Column Depth=dc = 2.69 in
a= 2.64 in
Anchor c.c. =2*a==d = 5.28 in
N=# Anchor/Base= 2
Fy = 36,000 psi I b 1-L
----w
L = 2.11 in
Plate Thickness=t = 0.394 in Downalsle Elevation
Down Aisle Loads Load Case 5:: (1+0.10S·tSds)D + 0.75*[(1.4+0.14Sds)*B*P + 0.75*/0Jtrho·i:El<= 1.0, ASD Method
COLUMN DL= 125 lb Axial=P= 1.078456 * 125 lb+ 0.75 * (1.504608 * 0.7 * 5850 lb)
COLUMN PL= 5,850 lb = 4,756 lb
Base Moment= 0 in-lb
1+0.105*Sds= 1.0785
1.4+0.14Sds= 1.5046
Mb= Base Moment*0.75*0.7*rho = o in-lb * 0.75*0.7*rho
= 0 in-lb
B= IJlll~~~jfJlf~! ... __ Ax_ia_l_L_o_a_d_P_=_4...,, .... 7_5_6_I_b ______ M_b_a_s_e_=_M_b_=_0_in_-_lb ____ _.
Axial stress=fa = P/A = P/(D*W) Ml= wL "2/2= fa*L "2/2
= 128 psi = 285 in-lb
Moment Stress=fb = M/S = 6*Mb/[(D*B"2] Moment Stress=fb2 = 2 * fb * L/W
= 0.0 psi = 0.0 psi
Moment Stress=fbl = fb-fb2 M2= fbl *L "2)/2
= 0.0 psi = o in-lb
M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*L"2 Mtotal = M1+M2+M3
= 0 in-lb = 285 in-lb/in
S-plate = (1)(t"2)/6 Fb = 0.75*Fy
= 0.026 in"3/in = 27,000 psi
fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c
= 0.41 OK
Tanchor = (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2]
= -3,036 lb No Tension
= 2,800 psi
Tallow= 1,961 lb
OK
OK
Cross Aisle Loads Ctilk•I io,,d c,se RMI Sec 2.1, /Ism 1: (1+0.11Sds)DL + {1+0.11SOS}Pl'0.75+EL '0.75 <~ 1.0, ASO Method Check uplift load on Baseplate
EffE
Effe
Pstatic= 4,756 lb
Check uplift forces on baseplate with 2 or more anchors per RMI 7 .2.2.
'When the base plate configuration consists of two anchor bolts located on either side
Movt*0.75*0.7*rho= 122,911 in-lb
Frame Depth= 42.0 in
P=Pstatic+Pseismic= 7,682 lb
b =Column Depth= 2.69 in
L =Base Plate Depth-Col Depth= 2.11 in
fa = P/A = P/(D*W)
= 207 psi
Sbase/in = (1)(t"2)/6
= 0.026 in"3/in
fb/Fb = M/[(S-plate)(Fb)]
= 0.66 OK
type h5 5elect-ATX.xb
Pseismic= Movt/Frame Depth
= 2,926 lb
M= wL "2/2= fa *L"2/2
= 460 in-lb/in
Fbase = 0.75*Fy
= 27,000 psi
Page ( L of I {o
f the ·column and a net uplift force exists; the minimum base plate thickness
shall be determlned based on a design bending moment In the plate equal
to the uplift force on one anchor times 1/2 the distance from
he centerline of the anchor to the nearest edge of the rack column"
Elevation
Uplift per Column= 2,576 lb
Qty Anchor per BP= 2
Net Tension per anchor= Ta= 1,288 lb
c= 2.11 in
Mu=Moment on Baseplate due to uplift= Ta*c/2
= 1,359 in-lb
Splate= 0.132 in"3
fb Fb *0.75= 0.285 OK
4/30/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: Bobs Project: ATX Networks Corp. Project #: 24-0412-3
Slab on Grade Configuration: TYPE HS SELECTIVE RACK
L
SLAB ELEVATION
a
Baseplate Plan View
Concrete
f'c= 4,000 psi
tslab=t= 6.0 in
Soil
fsoil= 750 psf
Movt= 234,116 in-lb
Frame depth= 42.0 in
Sds= 0.747
0.2*Sds= 0.149 Base Plate
Effec. Baseplate width=B= 7.28 in
Effec. Baseplate Depth=D= 5.11 in
wldth=a= 3.06 in
depth=b= 2.69 in P=B/D= 1.425
F'c"0.5= 63.20 psi
Column Loads
DEAD LOAD=D= 125 lb per column
unfactored ASD load
PRODUCT LOAD=P= 5,850 lb per column
unfactored ASD load
Papp= 3,920 lb per column
P•seismic=E= (Movt/Frame depth)
= 5,574 lb per column
B=
rho=
unfactored limit State load
Sds= 0.7472
1.2 + 0.2*Sds= 1.3494
0. 9 -0.20Sds= 0.7506
Puncture
Apunct= [(c+t)+(e+t)J*2*t
= 252;84 in"2
Fpunctl= [(4/3 + 8/(3*P)l *"' *(F'c"0.5)
= 121.5 psi
Fpunct2= 2.66 * "'* (F'c"0.5)
= 100.9 psi
Fpunct eff= 100.9 psi
Slab Bending
Pse=DL+PL+E= 11,574 lb
Asoil= (Pse*144)/(fsoil)
= 2,222 in"2
X= (L-y)/2
= 15.3 in
Fb= 5*(phi)*(f'c)"0.5
= 189.74 psi
type h5 5elect-ATX.xl5
midway dist face of column to edge of plate=c= 5.17 in
midway dist face of column to edge of plate=e= 3.90 in
Load Case 1) (1.2+0.2Sds)D + (1.2+0.2Sds)*B*P+ rho*E RMI sEc 2.2 EQTN s
= 1.34944 * 125 lb + 1.34944 * 0.7 * 5850 lb + 1 * 5574 lb
= 11,269 lb
Load Case 2) (0.9-0.2Sds)D + (0.9-0.2Sds)*B*Papp + rho*E RMI SEC 2.2 EQTN 7
= 0.75056 * 125 lb+ 0.75056 * 0.7 * 3919.5 lb+ 1 * 5574 lb
= 7,727 lb
Load Case 3) 1.2*D + 1.4*P
= 1.2*125 lb+ 1.4*5850 lb
= 8,340 lb
Load Case 4) 1.2*D + 1.0*P + 1.0E
= 11,574 lb
Effective Column Load=Pu= 11,574 lb per column
L= (Asoil)"0.5
= 47.14 in
M= w*x"2/2
= (fsoil*x"2)/(144*2)
= 611.5 in-lb
Page /_j of / ~
fv/Fv= Pu/(Apunct*Fpunct)
= 0.454 < 1 OK
y= (c*e)"0.5 + 2*t
= 16.5 in
S-slab= 1 *teff" 2/6
= 6.0 in"3
fb/Fb= M/(S-slab*Fb)
= 0.537 < 1, OK
RMI SEC 2.2 EQTN 1,2
AC! 318-14 Sec 5.3.1
Eqtn 5.3.le
4/30/2024
Structural
Engineering & Design Inc.
1815WriqhtAve La Verne, CA91750Tel: 909.596.1351 Fax: 909.596.7186
By: Bob S Project: A TX Networks Corp Project #: Prelim
Configuration & Summary: TYPE SC SELECTIVE RACK
Seismic Criteria # Bm Lvls
Ss=0.934, Fa=l.2 4
Component
Column Fy=SS ksi
Column & Backer None
Beam Fy=SS ksi
Beam Connector Fy=SS ksi
Brace-Horizontal Fy=S0 ksi
Brace-Diagonal Fy=S0 ksi
Base Plate Fy=36 ksi
Anchor 2 per Base
Slab & Soil
Level I Load**
Per Level Beam Spcg
1 1,000 lb 94.0 in
2 2,600 lb 6.0 in
3 2,600-lb 70.0 in
4 2,600 lb 70.0 in
** Load defined as product weight per pair of beams
type 5C 5elect-ATX.xl5
fRONTV.tEW SIDE VJE\'Y SELE.CT/VE RACK Sl'NC-d...E RffiV
® ®
Frame Depth Frame Height # Diagonals
42 in 312.0 in 7
Description
Mecalux 312 3.06"x2.69"x0.105"
None
Intlk 36E 3.656Hx2.75Wx0.05911Thk
*•'l'RACK COLUMN REACTIONS
ASDLOADS
AXIAL DL= JOO lb
AXIAL LL= 4,400 lb
SEISMIC AXIAL Ps=+/-3,809 lb
BASE MOMENT= 8,000 In-lb
Beam Length Frame Type
94in Single Row
STRESS
P=4500 lb, M=12612 in-lb 0.99-OK
None N/A
Lu=94 in I Capacity: 4578 lb/pr 0.22-OK
Lvl 1: 3 Tab OK I Mconn=3806 in-lb I Mcap=8828 in-lb 0.43-OK
Mclx U715 Sgl 2.76x1.38x16ga(U100/41xx) 0.18-0K
Mclx U715 Sgl 2.76x1.38x16ga(U100/41xx) 0.58-OK
7 .28x5 .11x0 .394 I Fixity= 8000 in-lb 0.55-OK
0.5" x 3.25" Embed Hilti Kwik Bolt TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=2108 lb) 0.492-OK
6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.33°OK
I Story Force I Story Force Column I Column I Conn. Beam
Brace Transv Longit. Axial Moment Moment Connector
24.0 in 79 lb 31 lb 4,500 lb 12,612 "# 5,215 "# 3Tab OK
24.0 in 208 lb 83 lb 3,975 lb 633 "# 3,806 "# 3Tab OK
24.0 in 354Ib 141 lb 2,650 lb 5,934 "# 4,801 "# 3Tab OK
24.0 in 499 lb 199Ib 1,325 lb 3,474 "# 2,724 11 # 3Tab OK
64.0 in
68.0 in
68.0 in
Total: 1,139 lb 453 lb
Page /'/ of ft;, 5/3 1/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Corp. Project#: 24-0412-3
Configuration -& Summary: TYPE SD SELECTIVE RACK
Seismic Criteria
Ss=0.934, Fa=l.2
Component
Column
Column & Backer
Beam
Beam Connector
Brace-Horizontal
Brace-Diagonal
Base Plate
Anchor
Slab &Soil
Level I Load**
Per Level
1 2,600 lb
2 2,600 lb
-3 2,600 lb
4· 2,600 lb
**RACK COLUMN REAC71ONS
ASDLOADS
AXIAL DL= JOO lb
AXIAL LL= 5,200 lb
SEISMIC AXIAL Ps=+/-5,066 lb
BASE MOMENT= 0 in-lb
Fw.»(l'V!EW SIDE'AEW
SB.ECTNERACK SINGLE ROW
® ®
# Bm Lvls Frame Depth Frame Height # Dia onals Beam Length Frame Type
4 42 in 312.0 in 7 96in
Description STRESS
Fy=55 ksi Mecalux 312 3.06"x2.69"x0.105" P=5300 lb, M=17856 in-lb 0.89-OK
None None None N/A
Fy=55 ksi Intlk 36E 3,656Hx2.75Wx0.05911Thk Lu=96 in I Capacity: 4405 lb/pr 0.59-OK
Fy=55 ksi Lvl .1: 3 Tab OK I Mconn=6785 in-lb I Mcap=8828 in-lb 0.77-OK
Fy=S0 ksi Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 0.22-OK
Fy=50 ksi Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 0.2-OK
Fy=36 ksi 7.28x5.11x0,394 I Fixity= 0 in-lb 0.59-OK
2 per Base • 0.5'' x 3.25" Embed Hilti Kwik Bolt TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=2588 lb) 0.617-OK
611 thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.45-OK
I Story Force I Story Force Column I Column I Conn. Beam
Beam Spcg Brace Transv Longit. Axial Moment Moment Connector
70.0 in 24.0 in 1341b 53 lb 5,300 lb 17,856 11 # 10,749 11# 3Tab NG
70.0 in 24.0 in 268 lb 107 lb 3,975 lb 8,395 "# 6,785 11# 3Tab OK
70,0 in 24.0 in 4021b 160 lb ·2,650 lb 6,529 "# 5;153 "tt 3Tab OK
70.0 in 24,0 in 5361b 213 lb 1,325 lb 3,731 11# 2,868 11 # 3Tab OK
64.0 in
68.0 In
68.0 in
** Load defined as product weight per pair of beams Total: 1,339 lb 5331b
Notes 14 tab@ lvl 1
U81 Frame option also ok
type SD 5elect-ATX.xf5 Page 5131/2024
Structural
Engineering & Design Inc.
1815 Wright Ave La Verne, CA 91750 Tei: 909.596.1351 Fax: 909.596.7186
By: Bob S Project: ATX Networks Corp Project#: 24-0412-3
Configuration & Summary: TYPE DD SELECTIVE RACK
Seismic Criteria
Ss=0.934, Fa=l.2.
Component
Column
Column & Backer
Beam
Beam Connector
Brace-Horizontal
Brace-Diagonal
Base Plate
Anchor
Slab &Soil
level I Load**
Per Level
1 2,600 lb
2 2,600 lb
3 2,600 lb
4 2,600 lb
5 2,600 lb
FROffTVIEW
SflEOTIVEAAC!(
®
SICEVIEW OOUBLfROW
®
**RACK COLUMN REACTIONS
ASDLOADS
AXIAL DL= 125 lb
AXIAL LL= 6,500 lb
SEISMIC AXIAL Ps=+/-6,478 lb
BASE MOMENT= 0 in-lb
# Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type
5 42 in 312.0 in 7 96in Single Row
Description STRESS
Fy=55 ksi Mecalux 312 3.06"x2.69"x0.105'' P=5300 lb, M=11499 in-lb 0.65-OK
None None None N/A
Fy=55 ksi Intlk 36E 3.656Hx2.75Wx0.059"Thk Lu=96 in I Capacity: 4405 lb/pr 0.59-OK
Fy=55 ksi Lvl 1: 3Tab OK I Mconn=6402 in-lb I Mcap=8828 in-lb 0.73-OK
Fy=50 ksi Mclx C456 Sgl 1.7953xl.378x16ga(U31x) 0.28-OK
Fy=50 ksi Mclx C456 Sgl 1.7953x1.378x16ga(U31x) 0.24-OK
Fy=36 ksi 7.28x5.11x0.394 I Fixity= 0 In-lb 0.74-OK
2 per Base 0.5'' x 3.25" Embed Hilti Kwik Bolt TZ2 ESR 4266 Inspection Reqd (Net Seismic Uplift=3116 lb) 0,8-OK
6" thk x 4000 psi slab on grade. 750 psf Soil Bearing Pressure 0.65-OK
I Story Force I Story Force Column I Column I Conn. Beam
Beam Spcg Brace Transv Long it. Axial Moment Moment Connector
10.0 in 24.0 in 221b 9 lb 6,625 lb 2,331 "# 6,402 "# 3Tab OK
70.0 in 24.0 in 179 lb 71 lb 5,300 lb 11,499 "# 9,176 "# 3Tab NG
70.0 in 24.0 in 335 lb 1331b 3,975 lb 10,257 "# 7,926 "# 3'Tab OK
70.0 in 24.0 in 491 lb 195 lb 2;650 lb 7,926 "# 5,913 "# 3Tab OK
70.0 In 64.0 in 6471b 258 lb 1,325 lb 4,506 "# 3,139 11# 3Tab OK
68.0 in
68.0 in
** Load defined as product weight per pair of beams Total: 1,674 lb 666 lb
Notes 14 tab@ lvl 2
U81 Frame option also ok
type DD select-ATX.xls Page / /o of / f,. 5131 12024